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HomeMy WebLinkAboutReports - Traffic Study - 05/14/2025DATE: MAY 14, 2025 PREPARED FOR: Realty Capital Residential 909 Lake Carolyn Parkway, Suite 150 Irving, Texas 75039 PREPARED BY: Fox Tuttle Transportation Group, LLC 1580 Logan Street, Suite 600 Denver, CO 80203 360Linden Street Mixed-Use Project Traffic Impact Study 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page i May 12, 2025 TABLE OF CONTENTS 1.0 Introduction ................................................................................................................. 1 2.0 Project Description ....................................................................................................... 1 3.0 Study Considerations ................................................................................................... 2 3.1 Data Collection .................................................................................................................... 2 3.2 Evaluation Methodology ..................................................................................................... 2 3.3 Level of Service Definitions ................................................................................................. 2 4.0 Existing Conditions ....................................................................................................... 3 4.1 Roadways ............................................................................................................................ 3 4.2 Intersections ....................................................................................................................... 3 4.3 Pedestrian and Bicycle Facilities ......................................................................................... 4 4.4 Transit ................................................................................................................................. 4 4.5 Existing Intersection Capacity Analysis ............................................................................... 4 5.0 Future Traffic Conditions .............................................................................................. 5 5.1 Annual Growth Factor and Future Volume Methodology .................................................. 5 5.2 Year 2028 Background Intersection Capacity Analysis ....................................................... 5 5.3 Year 2045 Background Intersection Capacity Analysis ....................................................... 6 6.0 Proposed Development Traffic ..................................................................................... 6 6.1 Trip Generation ................................................................................................................... 6 6.2 Trip Distribution and Assignment ....................................................................................... 7 7.0 Future Traffic Conditions with Site Development ......................................................... 8 7.1 Year 2028 Background + Project Intersection Capacity Analysis ........................................ 8 7.2 Year 2045 Background + Project Intersection Capacity Analysis ........................................ 8 8.0 Queuing Analysis .......................................................................................................... 9 9.0 Conclusion ................................................................................................................. 10 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page ii May 12, 2025 LIST OF TABLES Table 1 – Peak Hour Intersection Level of Service Summary ..................................................................... 12 Table 2 – Peak Hour 95th Percentile Queue Summary ................................................................................ 13 Table 3 – Trip Generation Summary ........................................................................................................... 14 Table 4 – Trip Distribution Summary ............................................................................................................ 7 LIST OF FIGURES Figure 1 – Vicinity Map ............................................................................................................................... 15 Figure 2 – Conceptual Site Plan .................................................................................................................. 16 Figure 3 – Year 2024 Existing Traffic Volumes ............................................................................................ 17 Figure 4 – Year 2028 Background Traffic Volumes ..................................................................................... 18 Figure 5 – Year 2045 Background Traffic Volumes ..................................................................................... 19 Figure 6 – Trip Distribution ......................................................................................................................... 20 Figure 7 – Site-Generated Trips .................................................................................................................. 21 Figure 8 – Year 2028 Background + Project Traffic Volumes ...................................................................... 22 Figure 9 – Year 2045 Background + Project Traffic Volumes ...................................................................... 23 APPENDIX Existing Traffic Data Level of Service Definitions Intersection Capacity Worksheets 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 1 May 12, 2025 360 LINDEN STREET MIXED-USE PROJECT TRAFFIC IMPACT STUDY 1.0 Introduction The Fox Tuttle Transportation Group prepared this traffic impact study for the proposed 360 Linden Street Mixed-Use project in Fort Collins, Colorado. This project proposes to redevelop the property located in the southwest corner of Linden Street and Willow Street. The two (2) existing office/industrial buildings will be demolished and replaced with two (2) new buildings for multi-family residential homes (up to 170 units) and ground-floor commercial space (approximately 2,300 square feet). Figure 1 includes a vicinity map for the proposed development. The purpose of this study is to assist in identifying potential traffic impacts within the study area as a result of this project. The traffic study addresses existing, short-term (Year 2028), and long-term (Year 2045) peak hour intersection conditions in the study area with and without the project generated traffic. The information contained in this study is anticipated to be used by the City of Fort Collins staff in identifying any intersection or roadway deficiencies and potential improvements for future conditions. This study focused on the weekday AM and PM peak hours which are typically the highest traffic volumes for the proposed type of land use. 2.0 Project Description The 360 Linden Street Mixed-Use project is assumed to be completed and generating traffic by Year 2028. The project site is approximately 2.08 acres and the existing buildings are proposed to be removed to accommodate the two new buildings and the parking requirements for this site. The proposed development includes a five-story mixed-use building and a four-story multi-family residential building. Primary access to the site will be provided via Willow Street, with an emergency-only access maintained from the existing connection on Lincoln Avenue. The site is approximately 500 feet from the edge of the downtown area. Figure 2 includes a conceptual site plan and proposed access for the project. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 2 May 12, 2025 3.0 Study Considerations 3.1 Data Collection Intersection turning movement volumes were collected in May 2025. Four (4) existing intersections within the study area were counted during the weekday AM and PM peak hours, including pedestrians and bicyclists. Daily traffic volumes were also collected on Willow Street adjacent to the subject property and on Linden Street southwest of Willow Street. The existing traffic volumes are illustrated on Figure 3. The existing intersection geometry and traffic control are also shown on this figure. Count data sheets are provided in the Appendix. The City of Fort Collins provided the existing signal timing for the signalized intersections. 3.2 Evaluation Methodology The traffic operations analysis addressed unsignalized and signalized intersection operations using the procedures and methodologies set forth by the Highway Capacity Manual (HCM)1. Existing Peak Hour Factors (PHF) were applied to the intersections for the existing and future scenarios. For long-term future scenarios, the PHFs were set to 0.92 in the future unless the existing PHFs were greater than these values. Study intersections were evaluated using Synchro software (v12). 3.3 Level of Service Definitions A level of service analysis was conducted to determine the existing and future performance of the study intersections and to determine the most appropriate traffic control devices and need for auxiliary lanes. To measure and describe the operational status of the study intersections, transportation engineers and planners commonly use a grading system referred to as “Level of Service” (LOS) that is defined by the HCM. LOS characterizes the operational conditions of an intersection’s traffic flow, ranging from LOS A (indicating very good, free flow operations) to LOS F (indicating congested and sometimes oversaturated conditions). These grades represent the perspective of drivers and are an indication of the comfort and convenience associated with traveling through intersections. The intersection LOS is represented as a delay in seconds per vehicle for the intersection as a whole and for each turning movement. Typically, LOS A through C is considered to be acceptable for the overall intersection operations and LOS D overall during peak hours is acceptable. Individual movements may be allowed to fall to LOS E at signalized intersections. Minor movements at unsignalized intersections, such as left turns onto a major arterial, may be allowed to fall below LOS D, specifically where there are low volumes, signalization 1 Highway Capacity Manual, Highway Research Board Special Report 209, Transportation Research Board, National Research Council, 7th Edition (2022). 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 3 May 12, 2025 warrants no met, and/or no viable alternative. Criteria contained in the HCM was applied for these analyses in order to determine peak hour LOS for each scenario. A more detailed discussion of the LOS methodology is contained in the Appendix for reference. 4.0 Existing Conditions 4.1 Roadways The study area boundaries are based on the amount of traffic to be generated by the project and potential impact to the existing roadway network. The primary public roadways that serve the project site are discussed in the following text and illustrated on Figure 1. Linden Street is a north–south collector roadway located in downtown Fort Collins, serving as a connector between local commercial, residential, and civic destinations. Within the study area near Willow Street, Linden Street is generally a two-lane facility with on-street parking and pedestrian amenities. The posted speed limit along this segment is 25 mph. Recent traffic data indicates that Linden Street carries approximately 3,200 vehicles per day (vpd) south of Willow Street (Source: City of Fort Collins, Year 2022). Willow Street is an east–west local collector roadway that provides access to downtown Fort Collins and adjacent neighborhoods. Within the study area near Linden Street, Willow Street is a two-lane roadway and serves a mix of residential, commercial, and light industrial uses. The posted speed limit is 25 mph. Jefferson Street (US 287) is a principal east–west arterial and part of the U.S. Highway 287 corridor through downtown Fort Collins. It functions as a major regional route accommodating both local and through traffic. Within the study area near Linden Street, Jefferson Street is a four-lane divided roadway. The posted speed limit is 30 mph, and it serves approximately 17,400 vehicles per day (vpd) east of College Avenue (Source: CDOT, Year 2022). Lincoln Avenue is a north–south local roadway located east of downtown Fort Collins, primarily serving residential and light industrial areas. Near Willow Street, Lincoln Avenue is a two-lane roadway and the posted speed limit is 30 mph. 4.2 Intersections The study area includes four (4) intersections that are listed below with the current traffic control and were analyzed for existing and future background year traffic operations: 1. Linden Street and Willow Street (side-street stop-controlled) 2. Linden Street and Jefferson Street (signalized) 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 4 May 12, 2025 3. Lincoln Avenue and Willow Street (side-street stop-controlled) 4. Lincoln Avenue and Jefferson Street (signalized) The existing lane configuration at each of the study locations is illustrated on Figure 3. 4.3 Pedestrian and Bicycle Facilities The study area is located near Old Town Fort Collins and includes a range of pedestrian and bicycle facilities that support non-motorized travel. Linden Street features wide sidewalks on both sides, along with streetscape improvements that enhance pedestrian comfort and safety. A shared-use environment exists along Linden Street, where low vehicle volumes and speeds support bicycle access with bike lanes. Willow Street, while lacking continuous sidewalks, provides dedicated bicycle lanes on both sides. Jefferson Street includes sidewalks on both sides and marked crosswalks at signalized intersections; however, there are no designated bike lanes, and cyclists share the road with vehicular traffic. Lincoln Avenue offers a sidewalk on the west side only but includes bicycle facilities on both sides of the roadway. The area is also served by the Poudre River Trail, a regional multi-use path that runs nearby, offering an off-street connection for both pedestrians and bicyclists traveling through Fort Collins. 4.4 Transit The study area is served by Transfort, the public transit system for the City of Fort Collins, providing local and regional bus service. Several fixed-route bus lines operate in proximity to the project site, including Route 14, which travels along Jefferson Street and provides direct access to downtown, Colorado State University, and other key destinations. Additionally, the Downtown Transit Center (DTC) is located approximately 0.3 miles from the project site, serving as a major hub for Transfort and MAX Bus Rapid Transit (BRT) service. Bus stops around the property are served by Route 5 which connects southeast Fort Collins to the Downtown Transit Center (DTC), with stops along major corridors including Prospect Road, Lemay Avenue, and Riverside Avenue. This proximity offers convenient multi-modal connections for residents, employees, and visitors, enhancing overall accessibility to and from the site. Paratransit services and bicycle racks on buses further support mobility for a wide range of users. 4.5 Existing Intersection Capacity Analysis The existing volumes, lane configuration, and traffic control are illustrated on Figure 3. The results of the LOS calculations for the study intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 5 May 12, 2025 Currently, all the intersections operate overall at LOS A or LOS B in both peak periods with all of movements operating at LOS C or better. The 95th percentile queues for most of the movements were estimated to be maintained within the provided storage length and not extending to upstream intersections. At the signalized intersection of Linden Street and Jefferson Street (#2), the southbound left-turn queue was estimated to extend up to 72 feet, exceeding the available 50 feet of storage by approximately one vehicle during both peak hours. This overflow is expected due to the limited distance between the intersection and the adjacent railroad crossing, which constrains roadway geometry and disrupts traffic flow along Linden Street. However, in this case, the projected queue length does not extend far enough to interfere with the railroad tracks. Recommendations: It is recommended to consider extending the southbound left-turn lane beyond the existing railroad constraint—similar to the configuration at the Lincoln Avenue and Jefferson Street (#4) intersection—if feasible. Appropriate pavement striping and signage should be implemented to ensure safety. This would prevent queued left-turning vehicles from blocking the southbound through lane, thereby improving overall intersection operations. 5.0 Future Traffic Conditions 5.1 Annual Growth Factor and Future Volume Methodology In order to forecast the future peak hour traffic volumes, background traffic growth assumptions were estimated based on the CDOT 20-year factors, as well as historic traffic volumes from other studies in the area. Based on this data, an annual background growth of 1% was used to estimate future background traffic volumes. The growth assumptions were applied to the existing traffic volumes in Figure 3 to result in the Year 2028 background traffic projects as shown on Figure 4 and Year 2045 background traffic projections on Figure 5. 5.2 Year 2028 Background Intersection Capacity Analysis The study area intersections were evaluated to determine baseline operations for the Year 2028 background scenario and to identify any capacity constraints associated with background traffic. The short-term background volumes, lane configuration, and traffic control are illustrated on Figure 4. The level of service criteria discussed previously was applied to the study intersections to determine the impacts with the short-term (Year 2028) background volumes. The results of the LOS calculations for the intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 6 May 12, 2025 In summary, the study intersections operate similarly to the existing conditions with minor additional delay associated with an increase in background volumes. Overall, all the intersections were estimated to operate acceptably (LOS A or B) in both peak hours with all the movements operating at LOS C or better. Same as in the existing conditions, the queue for the southbound left-turn of the Linden Street and Jefferson Street (#2) signalized intersection was estimated to exceed the available storage in both peak hours. As previously discussed, this is expected due to the short distance between the intersection and the railroad that disrupts Linden Street. No additional mitigation is needed. 5.3 Year 2045 Background Intersection Capacity Analysis The study area intersections were evaluated to determine baseline operations for the Year 2045 background scenario and to identify any capacity constraints associated with background traffic. The long- term background volumes, lane configuration, and traffic control are illustrated on Figure 5. The level of service criteria discussed previously was applied to the study area intersections to determine the impacts with the long-term background volumes. The results of the LOS calculations for the intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. In summary, the study intersections were estimated to perform similarly to the existing and short-term background conditions with all the intersections estimated to operate overall at LOS A or B in both peak hours. All movements continue to operate acceptably at LOS C or better. The 95th percentile queue for the southbound left-turn of the Linden Street and Jefferson Street (#2) signalized intersection, continues to exceed the available storage and extend up to 90 feet. Additionally, at the signalized intersection of Lincoln Avenue and Jefferson Street (#4), the westbound left-turn queue was estimated to extend up to 308 feet, exceeding the available 220 feet of storage by approximately 4 vehicles during AM peak hour. Recommendations: Increase storage length for westbound and southbound left-turns at both intersections to improve their overall operations. 6.0 Proposed Development Traffic 6.1 Trip Generation A trip generation estimate was performed to determine the traffic characteristics of the 360 Linden Mixed-use project. The trip rates contained in the Institute of Transportation Engineers (ITE) Trip 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 7 May 12, 2025 Generation Manual2 for land use #930 – “Fast Casual Restaurant” and #221 – “Multifamily Housing (Mid- Rise)” were applied to estimate the proposed traffic for the mixed-use project. The site is expected to experience the two (2) basic trip types as discussed below: Primary Trips. These trips are made specifically to visit the site and are considered “new” trips. Primary trips would not have been made if the proposed project did not exist. Therefore, this is the only trip type that increases the total number of trips made on a regional basis. It is expected that the proposed project will experience mostly primary trips. Non-Auto Trips. These trips are those that are completed by walking, bicycling, or riding transit. The existing transit, pedestrian, and bicycle amenities will encourage residents, and visitors to make non-auto trips to/from the residential lots. For this project, a non-auto reduction of 5% was applied. An additional 5% reduction has been applied for internal capture, reflecting trips anticipated between the on-site commercial space and the residential units. The trip generation estimates using these data are summarized in Table 3. 6.2 Trip Distribution and Assignment The estimated trip volumes presented in Table 3 were distributed onto the study roadway network based on existing traffic characteristics of the area, existing and future land uses, and the relationship of this project to the greater community. The overall assumed distribution is summarized in Table 4 and the trip assignment is provided on Figure 6. Table 4. Trip Distribution Summary Location Trip Distribution East Lincoln Avenue 15% North/West Willow Street 25% South/West Mountain Ave 35% South/East Jefferson Street 25% 2 Trip Generation 11th Edition, Institute of Transportation Engineers, 2021. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 8 May 12, 2025 Using these distribution assumptions, the projected site traffic was assigned to the study area roadway network and proposed access for the weekday AM and PM peak hour periods. The site-generated volumes are shown on Figure 7. 7.0 Future Traffic Conditions with Site Development This section summarizes the evaluation of the future traffic conditions with the completion of the proposed project. 7.1 Year 2028 Background + Project Intersection Capacity Analysis This section discusses impacts associated with the proposed trips in the short-term scenario with the project fully built out and occupied. The site-generated volumes were added to the forecasted Year 2028 background volumes and are illustrated on Figure 8. The results of the LOS calculations for the intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. The project trips have little to no impact on the operations of the study intersections as compared to the short-term background scenario. The majority of the levels of service for the intersections and movements continue to operate overall at the same letter grades as the existing and background conditions in both peak hours. The 95th percentile queues were estimated to remain similar to those in the short-term background scenario, indicating that the queuing issues are not worsened by the proposed development. Therefore, the previously identified recommendations for adjusting storage lengths remain applicable to address existing conditions. No additional mitigation measures are recommended. 7.2 Year 2045 Background + Project Intersection Capacity Analysis This section discusses impacts associated with the proposed trips in the long-term scenario with additional growth in the area and the project fully built out and occupied. The site-generated volumes were added to the forecasted Year 2045 background volumes and are illustrated on Figure 9. The results of the LOS calculations for the intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. The project trips have little to no impact on the operations of the study intersections as compared to the long-term background scenario. The overall levels of service for the intersections and movements remain the same as long-term background in both peak hours. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 9 May 12, 2025 The 95th percentile queues were estimated to remain similar to long-term background as well. The 95th percentile queue for the westbound left-turn at the signalized intersection of Lincoln Avenue and Jefferson Street (#4) was estimated to extend up to 308 feet during the AM peak hour. The 95th percentile queue for the southbound left-turn at the Linden Street and Jefferson Street (#2) was estimated to extend up to 91 feet. As such, the previously identified recommendations to adjust and extend storage lengths remain valid to address these existing operational constraints. No additional mitigation measures are recommended. 8.0 Queuing Analysis A queuing analysis was performed to determine if the 95th percentile queues would warrant a need for an auxiliary lane or if any of the queues would impact an upstream intersection/access. Table 2 provides the 95th percentile queues for each existing and future scenario as calculated by Synchro (assuming each vehicle utilizes 25 feet of space). It should be noted that the 95th percentile queue length is a theoretical queue that is 1.65 standard deviations above the average queue length. In theory, the 95th percentile queue would be exceeded 5% of the time based on the average queue length, but it is also possible that a queue this long may not occur. As shown in Table 2, it was calculated that the majority of the queues at the study intersections are acceptable and can be maintained in the existing geometry. The 95th percentile queues for specific turning movements at two signalized intersections were found to exceed the existing storage lengths. These conditions are present under existing and future baseline scenarios and are not attributed to the proposed development. The following movements should be considered for storage extension: - Southbound left-turn - Linden Street and Jefferson Street (#2): During the AM and PM peak hours, the 95th percentile queue of this movement exceeds the available storage by one vehicle for the existing and short-term future scenarios, and by two vehicles for the long-term future scenarios. Consider extending the southbound left-turn lane beyond the existing railroad constraint—similar to the configuration at the Lincoln Avenue and Jefferson Street (#4) intersection— if feasible and regardless of whether the project is built. - Westbound left-turn - Lincoln Avenue and Jefferson Street (#4): During the AM peak hour, the 95th percentile queue of this movement exceeds the available storage by three or four vehicles for the long-term future scenarios with or without the project fully built out. Extension of the storage should be considered. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 10 May 12, 2025 9.0 Conclusion The 360 Linden Street Mixed-Use project proposes to construct two (2) new buildings for multi-family residential homes (up to 170 units) and ground-floor commercial space (approximately 2,300 square feet). The site is located in the southwest corner of Linden Street in Willow Street in Fort Collins, CO and primary access is planned to be provided on Willow Street. Vehicular traffic volumes associated with the project have been analyzed for the existing, short-term (Year 2028), and long-term (Year 2045) scenarios without and with the project. Using ITE trip generation rates, the project is anticipated to generate approximately 896 vehicle trips per day, with 60 trips occurring in the morning peak hour and 86 trips occurring in the PM peak hour. It was determined that the existing roadways can accommodate the estimated traffic volumes for buildout conditions. The recommended mitigation measures are intended to address existing and background traffic deficiencies at the signalized intersections and should be considered independent of the proposed development. As previously discussed, extending the available left-turn lane storage at the intersections of Linden Street & Jefferson Street and Lincoln Avenue & Jefferson Street—where queues are projected to exceed current storage capacities—would enhance overall intersection operations and alleviate congestion. These improvements target pre-existing operational constraints and are not necessitated by the traffic generated by the proposed project. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC Page 11 May 12, 2025 Tables and Figures: Table 1 – Peak Hour Intersection Level of Service Summary Table 2 – Peak Hour 95th Percentile Queue Summary Table 3 – Trip Generation Summary Table 4 – Trip Distribution Summary [IN REPORT] Figure 1 – Vicinity Map Figure 2 – Conceptual Site Plan Figure 3 – Year 2025 Existing Traffic Volumes Figure 4 – Year 2028 Background Traffic Volumes Figure 5 – Year 2045 Background Traffic Volumes Figure 6 –Trip Distribution Figure 7 – Site-Generated Trips Figure 8 – Year 2028 Background + Project Traffic Volumes Figure 9 – Year 2045 Background + Project Traffic Volumes 360 Linden Street Mixed-Use - City of Fort Collins, Co (FT# 25042) Traffic Impact Study Intersection and Lanes Groups Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Stop-Controlled 1. Linden St & Willow St 9 A 10 B 10 A 11 B 10 A 11 B 9 A 11 B 9 A 11 B Eastbound Left+Through+Right 10 A 10 B 10 B 11 B 10 B 11 B 10 A 11 B 10 A 11 B Westbound Left+Through+Right 9 A 10 A 9 A 10 B 9 A 11 B 9 A 11 B 9 A 11 B Northbound Left+Through+Right 9 A 10 B 9 A 11 B 9 A 11 B 9 A 11 B 9 A 11 B Southbound Left+Through+Right 9 A 10 A 9 A 10 A 9 A 10 B 9 A 10 B 9 A 11 B 3. Lincoln Ave & Willow St 4 A 4 A 4 A 4 A 5 A 6 A 4 A 5 A 4 A 6 A Eastbound Left+Right 13 B 16 C 13 B 17 C 14 B 21 C 13 B 18 C 14 B 21 C Northbound Left+Through 8 A 8 A 8 A 8 A 8 A 9 A 8 A 8 A 8 A 8 A Southbound Through+Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 5. Access & Willow St 8 A 7 A 8 A 7 A Eastbound Through+Right 0 A 0 A 0 A 0 A Westbound Left+Through 7 A 7 A 7 A 7 A Northbound Left+Right 9 A 9 A 9 A 9 A Signalized Control 2. Linden St & Jefferson Ave 9 A 11 B 9 A 12 B 9 A 12 B 9 A 12 B 9 A 12 B Eastbound Left 6 A 8 A 6 A 8 A 6 A 8 A 6 A 9 A 6 A 9 A Eastbound Through+Right 6 A 8 A 7 A 9 A 7 A 9 A 7 A 10 A 7 A 10 B Westbound Left 8 A 11 B 8 A 11 B 8 A 11 B 9 A 14 B 9 A 14 B Westbound Through 5 A 7 A 5 A 7 A 5 A 7 A 5 A 8 A 5 A 8 A Westbound Through+Right 5 A 7 A 5 A 7 A 5 A 7 A 5 A 8 A 5 A 8 A Northbound Left+Through+Right 29 C 27 C 30 C 27 C 30 C 27 C 30 C 27 C 30 C 27 C Southbound Left 31 C 27 C 31 C 28 C 31 C 28 C 30 C 28 C 30 C 28 C Southbound Through 29 C 26 C 29 C 26 C 29 C 26 C 29 C 26 C 29 C 26 C Southbound Right 29 C 26 C 29 C 26 C 29 C 26 C 29 C 26 C 29 C 26 C 4. Lincoln Ave & Jefferson St 11 B 14 B 11 B 14 B 12 B 14 B 12 B 14 B 12 B 14 B Eastbound Left 4 A 3 A 4 A 3 A 4 A 4 A 5 A 4 A 5 A 4 A Eastbound Through 4 A 4 A 4 A 4 A 4 A 4 A 5 A 5 A 5 A 5 A Eastbound Through+Right 4 A 4 A 4 A 4 A 4 A 4 A 5 A 5 A 5 A 5 A Westbound Left 11 B 8 A 12 B 9 A 12 B 9 A 16 B 14 B 16 B 14 B Westbound Through 5 A 5 A 5 A 5 A 5 A 5 A 5 A 6 A 5 A 6 A Westbound Through+Right 5 A 5 A 5 A 5 A 5 A 5 A 5 A 6 A 5 A 6 A Northbound Left 29 C 30 C 29 C 30 C 29 C 30 C 29 C 29 C 29 C 28 C Northbound Through 32 C 32 C 32 C 32 C 32 C 32 C 32 C 30 C 32 C 31 C Northbound Right 29 C 30 C 29 C 30 C 29 C 30 C 29 C 32 C 29 C 32 C Southbound Left 30 C 33 C 30 C 33 C 30 C 34 C 30 C 30 C 31 C 31 C Southbound Through 30 C 32 C 30 C 32 C 30 C 32 C 31 C 30 C 31 C 30 C Southbound Through+Right 30 C 32 C 30 C 32 C 30 C 32 C 31 C 30 C 31 C 30 C Note: Delay represented in average seconds per vehicle. -- Table 1 - Peak Hour Intersection Level of Service Summary Existing (Year 2025)Background (Year 2028) Bkgrd + Project (Year 2028) Background (Year 2045) Bkgrd + Project (Year 2045) AM PeakAM Peak PM Peak PM Peak AM Peak PM Peak PM PeakAM Peak PM Peak AM Peak Fox Tuttle Transportation Group, LLC 5/14/2025 360 Linden Street Mixed-Use - City of Fort Collins, Co (FT# 25042) Traffic Impact Study AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak 1. Linden St & Willow St Eastbound Left+Through+Right -35'33'40'38'43'40'33'40'33'43' Westbound Left+Through+Right -13'25'15'28'15'30'15'35'18'38' Northbound Left+Through+Right -13'30'15'35'15'35'15'30'15'30' Southbound Left+Through+Right -13'23'13'25'13'25'15'28'15'28' 3. Lincoln Ave & Willow St Eastbound Left+Right -23'35'25'40'35'58'23'48'30'68' Northbound Left+Through -3'5'3'5'5'8'3'5'5'8' Southbound Through+Right -0'0'0'0'0'0'0'0'0'0' 5. Access & Willow St Eastbound Through+Right -0'0'0'0' Westbound Left+Through -0'3'0'3' Northbound Left+Right -3'3'3'3' 2. Linden St & Jefferson Ave Eastbound Left 100' 15'12'16'13'16'13'18'15'18'15' Eastbound Through+Right - 188'200'198'209'198'209'248'273'248'273' Westbound Left 100' 7'14'7'16'7'16'9'24'9'25' Westbound Through -46'80'49'82'50'82'57'122'57'124' Westbound Through+Right -46'80'49'82'50'82'57'122'57'124' Northbound Left+Through+Right -25'50'27'53'27'55'35'60'36'63' Southbound Left 50' 52'72'55'75'55'75'66'90'66'91' Southbound Through -16'30'19'32'21'34'21'37'23'39' Southbound Right 65' 0'18'2'18'2'18'3'24'3'24' 4. Lincoln Ave & Jefferson St Eastbound Left 125' 14'12'15'12'15'13'19'14'19'14' Eastbound Through -60'76'65'80'65'81'108'95'108'95' Eastbound Through+Right -60'76'65'80'65'81'108'95'108'95' Westbound Left 220' 181'93'207'103'207'107'308'218'308'218' Westbound Through - 101'85'105'91'106'97'127'137'128'141' Westbound Through+Right - 101'85'105'91'106'97'127'137'128'141' Northbound Left 80' 14'32'15'37'15'36'21'37'21'37' Northbound Through -70'94'73'96'77'107'86'100'90'112' Northbound Right -22'46'23'55'23'54'36'113'36'113' Southbound Left 150' 23'54'25'55'34'62'30'60'39'67' Southbound Through -37'67'40'68'45'72'45'75'51'79' Southbound Through+Right 150' 37'67'40'68'45'72'45'75'51'79' Side-Street Stop Controlled Signalized Signalized Side-Street Stop Controlled Side-Street Stop Controlled Signalized Signalized Side-Street Stop Controlled SignalizedSignalized Signalized Side-Street Stop Controlled Side-Street Stop Controlled Side-Street Stop Controlled Side-Street Stop Controlled Side-Street Stop Controlled Side-Street Stop Controlled Signalized Signalized Intersection and Lanes Groups Signalized Table 2 - Peak Hour 95th Percentile Queue Summary Existing (Year 2025)Background (Year 2028) Side-Street Stop Controlled Bkgrd + Project (Year 2028) Side-Street Stop Controlled Bkgrd + Project (Year 2045) Side-Street Stop Controlled Background (Year 2045) Side-Street Stop Controlled Existing Storage Side-Street Stop Controlled Fox Tuttle Transportation Group, LLC 5/14/2025 360 Linden Street Mixed-Use - City of Fort Collins, Co (FT# 25042) Traffic Impact Study Land Use Size Unit Rate Total In Out Rate Total In Out Rate Total In Out ITE #930 - Fast Casual Restaurant 2.3 Sq. Ft (1000) 0.90 97.14 201 101 100 1.43 3 2 1 12.55 26 14 12 ITE #221 - Multifamily Housing (Mid-Rise)170 Dwelling units 0.90 4.54 695 348 347 0.37 57 13 44 0.39 60 37 23 896 449 447 60 15 45 86 51 35 Source: ITE Trip Generation 11th Edition, 2021. Total Added Trips Table 3 - Trip Generation Summary Non-Auto Factor Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Page 1 5/14/2025 Location within Fort Collins Project Property Old Town PRO J E C T S I T E Colorado State University WILL O W S T R E E T LIND E N S T R E E T JEF F E R S O N S T R E E T LINC O L N A V E N U E Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puGrnoiatt FOX TUTTLE VICINITY MAP 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 1 REFER TO LATEST SITE PLAN FOR EXACT DESIGN AND DETAILS Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puGrnoiatt FOX TUTTLE CONCEPTUAL SITE PLAN 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 2 Proposed Access on Willow Street (Primary) Full Movement Side-Street Stop-Controlled Proposed Access on Lincoln Street (Emergency Only) WIL L O W S T R E E T 1 1 .L I N D E N ST & W I L L O W S T 3 . L I N C O L N AVE & WI L L OW S T 4 .L I NCOLN AVE & JE F F E R SON ST 2 . L INDEN ST &J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2025 EXISTING TRAFFIC VOLUMES 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 3 WIL L O W S T R E E T 1 1 .L I N D E N ST & WI L L O W S T 3 . L I N C O L N AVE & WI L LOW S T 4 .L I NCOLN AVE & JE F F E RSON ST 2 . L INDEN ST &J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 Original ScaleProject #Date Drawn by Figure # T ra n s p o r o puG rnoiatt FOX TUTTLE YEAR 2028 BACKGROUND TRAFFIC VOLUMES 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 4 WIL L O W S T R E E T 1 1 .L I N D E N ST & WI L L OW S T 3 . L I N C O L N AVE & WI L L OW S T 4 .L I NCOLN AVE & J EF F E RSON ST 2 . L INDEN ST &J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2045 BACKGROUND TRAFFIC VOLUMES 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 5 1 1 .L I N D E N ST & WI L L OW S T 3 . L I N C O L N AVE & WI L L OW S T 4 .L I NCOLN AVE & JEF F E R SON ST 2 . L INDEN ST &J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 15% TO/FROM THE EAST VIA LINCOLN AVE 60% TO/FROM THE SOUTH VIA COLLEGE AVE & JEFFERSON AVE 25% TO/FROM THE NORTH/WEST VIA COLORADO AVE PRO J E C T S I T E WIL L O W S T R E E T P R I M A R Y A CCES S Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE TRIP DISTRIBUTION 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 6 1 1 . L I N D E N ST & WI L L OW S T 3 . L I N C O L N AVE & WI L L OW S T 4 . L I NCOLN AVE & JEF F E R SON ST 2 . L INDEN ST & J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 PRO J E C T S I T E WIL L O W S T R E E T P R I M A R Y A CCES S Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puGrnoiatt FOX TUTTLE SITE-GENERATED TRIPS 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 7 1 1 . L I N D E N ST & WI L L OW S T 3 . L I N C O L N AVE & WI L L OW S T 4 . L I NCOLN AVE & JEF F E R SON ST 2 . L INDEN ST & J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 PRO J E C T S I T E WIL L O W S T R E E T P R I M A R Y A CCES S Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puGrnoiatt FOX TUTTLE YEAR 2028 BACKGROUND + PROJECT TRAFFIC VOLUMES 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 8 1 1 . L I N D E N ST & WI L L OW S T 3 . L I N C O L N AVE & WI L L OW S T 4 . L I NCOLN AVE & JEF F E R SON ST 2 . L INDEN ST & J E F F ERSON ST JEF F E R S O N S T R E E T LIN D E N S T R E E T LIN C O L N A V E N U E 3 2 4 PRO J E C T S I T E WIL L O W S T R E E T P R I M A R Y A CCES S Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puGrnoiatt FOX TUTTLE YEAR 2045 BACKGROUND + PROJECT TRAFFIC VOLUMES 360 LINDEN STREET MIXED USED TRAFFIC IMPACT ANALYSIS - FORT COLLINS, CO 25042 NTS 5/8/2025 ANG 9 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Appendix: Existing Traffic Data Level of Service Definitions Intersection Capacity Worksheets 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Existing Traffic Data www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 5%0.68 WB 5%0.85 NB 2%0.75 SB 15%0.88 TOTAL 6%0.80 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:45 AM 0 19 32 14 0 5 18 0 0 13 13 2 0 4 12 5 137 0 8:00 AM 0 9 9 11 0 2 21 4 0 9 8 1 0 2 7 10 93 0 8:15 AM 0 5 19 14 0 2 12 1 0 10 4 3 0 2 10 11 93 0 8:30 AM 0 12 20 12 0 3 21 3 0 9 8 4 0 4 10 11 117 440 0 45 80 51 0 12 72 8 0 41 33 10 0 12 39 37 440 0 5 2 1 0 0 5 0 0 0 0 2 0 1 7 5 28 -11%3%2%-0%7%0%-0%0%20%-8%18%14%6% EB WB NB SB EB WB NB SB E W N S 7:45 AM 3 1 0 2 0 1 0 0 1 3 0 2 8:00 AM 0 2 1 1 0 0 2 2 6 2 0 3 8:15 AM 3 1 0 8 0 0 1 2 4 3 0 0 8:30 AM 2 1 1 2 0 0 0 0 4 3 2 0 Peak Hour 8 5 2 13 0 1 3 4 15 11 2 5288 33 9 12 3 7 6 0 6 1 6 4 4 11 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 Willow St Willow St Linden St Linden St 15-min Total 7:45 AM to 8:45 AM 5/6/2025 7:00 AM to 9:00 AM 0 0 0 0 4 0 030 1 0 0 2 5 11 15 N Linden St Willow St Willow St Li n d e n S t Willow St Li n d e n S t 440TEV: 0.8029PHF: 37 39 12 88 86 0 8 72 12 92 1020 103341 8410 2 0 51 80 45 176 150 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 6 14 9 0 0 7 0 0 3 1 0 0 0 9 10 59 0 7:15 AM 0 9 11 7 0 0 3 0 0 3 9 2 0 1 13 4 62 0 7:30 AM 0 10 25 8 0 0 8 1 0 7 8 1 0 0 9 7 84 0 7:45 AM 0 19 32 14 0 5 18 0 0 13 13 2 0 4 12 5 137 342 8:00 AM 0 9 9 11 0 2 21 4 0 9 8 1 0 2 7 10 93 376 8:15 AM 0 5 19 14 0 2 12 1 0 10 4 3 0 2 10 11 93 407 8:30 AM 0 12 20 12 0 3 21 3 0 9 8 4 0 4 10 11 117 440 8:45 AM 0 7 11 10 0 5 23 5 0 16 9 2 0 4 18 11 121 424 Count Total 0 77 141 85 0 17 113 14 0 70 60 15 0 17 88 69 766 0 45 80 51 0 12 72 8 0 41 33 10 0 12 39 37 440 0 5 2 1 0 0 5 0 0 0 0 2 0 1 7 5 28 -11%3%2%-0%7%0%-0%0%20%-8%18%14%6% EB WB NB SB EB WB NB SB E W N S 7:00 AM 4 2 0 4 1 0 0 0 2 1 1 0 7:15 AM 4 1 1 2 1 0 0 2 0 1 0 0 7:30 AM 2 0 0 1 0 0 0 0 6 3 0 0 7:45 AM 3 1 0 2 0 1 0 0 1 3 0 2 8:00 AM 0 2 1 1 0 0 2 2 6 2 0 3 8:15 AM 3 1 0 8 0 0 1 2 4 3 0 0 8:30 AM 2 1 1 2 0 0 0 0 4 3 2 0 8:45 AM 1 2 1 4 0 0 1 0 0 2 2 1 Count Total 19 10 4 24 2 1 4 6 23 18 5 6 Peak Hour 8 5 2 13 0 1 3 4 15 11 2 5 57 13 52 28 8 33 6 0 9 8 1 5 4 4 11 12 3 7 3 0 9 6 1 6 10 1 4 8 3 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Willow St Linden St Linden 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 2 1 1 0 0 2 0 0 0 0 0 0 0 2 2 10 0 7:15 AM 0 4 0 0 0 0 1 0 0 0 0 1 0 0 1 1 8 0 7:30 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 7:45 AM 0 2 1 0 0 0 1 0 0 0 0 0 0 1 0 1 6 27 8:00 AM 0 0 0 0 0 0 2 0 0 0 0 1 0 0 1 0 4 21 8:15 AM 0 2 0 1 0 0 1 0 0 0 0 0 0 0 4 4 12 25 8:30 AM 0 1 1 0 0 0 1 0 0 0 0 1 0 0 2 0 6 28 8:45 AM 0 1 0 0 0 0 2 0 0 1 0 0 0 0 2 2 8 30 Count Total 0 13 4 2 0 0 10 0 0 1 0 3 0 1 13 10 57 Pk Hr Heavy 0 5 2 1 0 0 5 0 0 0 0 2 0 1 7 5 28 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 1 3 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 1 0 0 0 0 0 0 0 0 1 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 4 8 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 8 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8 Count Total 0 0 1 1 0 0 0 1 0 0 4 0 0 0 5 1 13 Pk Hr Bike 0 0 0 0 0 0 0 1 0 0 3 0 0 0 4 0 8 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Willow St Linden St Linden St Interval Start Willow St Willow St Linden St Linden 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 2%0.82 WB 1%0.87 NB 1%0.69 SB 3%0.83 TOTAL 2%0.85 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:30 PM 0 5 23 11 0 1 33 4 0 13 10 5 0 4 20 16 145 0 4:45 PM 0 13 16 14 0 1 32 1 0 16 11 4 0 5 16 13 142 0 5:00 PM 0 11 31 12 0 2 38 5 0 15 27 7 0 1 13 15 177 0 5:15 PM 0 11 21 10 0 3 33 4 0 10 14 4 0 7 14 9 140 604 0 40 91 47 0 7 136 14 0 54 62 20 0 17 63 53 604 0 2 2 0 0 0 1 1 0 1 1 0 0 0 0 4 12 -5%2%0%-0%1%7%-2%2%0%-0%0%8%2% EB WB NB SB EB WB NB SB E W N S 4:30 PM 0 0 0 1 1 0 1 0 3 2 2 1 4:45 PM 2 0 2 2 0 0 0 0 0 10 3 0 5:00 PM 0 1 0 0 0 0 1 1 4 3 0 0 5:15 PM 2 1 0 1 1 0 0 0 4 5 0 2 Peak Hour 4 2 2 4 2 0 2 1 11 20 5 3125 39 11 1 2 7 4 1 1 2 8 6 0 13 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 Willow St Willow St Linden St Linden St 15-min Total 4:30 PM to 5:30 PM 5/6/2025 4:00 PM to 6:00 PM 0 0 2 1 0 0 020 0 0 0 5 3 20 11 N Linden St Willow St Willow St Li n d e n S t Willow St Li n d e n S t 604TEV: 0.8531PHF: 53 63 17 13 3 11 6 0 14 136 7 157 1280 206254 13 6 11 7 0 47 91 40 178 243 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 2 18 7 0 1 25 4 0 9 13 1 0 2 15 8 105 0 4:15 PM 0 7 19 13 0 4 26 8 0 6 14 5 0 1 17 8 128 0 4:30 PM 0 5 23 11 0 1 33 4 0 13 10 5 0 4 20 16 145 0 4:45 PM 0 13 16 14 0 1 32 1 0 16 11 4 0 5 16 13 142 520 5:00 PM 0 11 31 12 0 2 38 5 0 15 27 7 0 1 13 15 177 592 5:15 PM 0 11 21 10 0 3 33 4 0 10 14 4 0 7 14 9 140 604 5:30 PM 0 7 23 14 0 2 23 6 1 10 13 1 0 0 11 14 125 584 5:45 PM 0 17 31 14 0 7 24 5 1 9 11 2 0 4 24 10 159 601 Count Total 0 73 182 95 0 21 234 37 2 88 113 29 0 24 130 93 1,121 0 40 91 47 0 7 136 14 0 54 62 20 0 17 63 53 604 0 2 2 0 0 0 1 1 0 1 1 0 0 0 0 4 12 -5%2%0%-0%1%7%-2%2%0%-0%0%8%2% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 0 0 0 0 2 1 1 0 0 5 4:15 PM 2 0 0 1 0 0 0 0 2 4 1 3 4:30 PM 0 0 0 1 1 0 1 0 3 2 2 1 4:45 PM 2 0 2 2 0 0 0 0 0 10 3 0 5:00 PM 0 1 0 0 0 0 1 1 4 3 0 0 5:15 PM 2 1 0 1 1 0 0 0 4 5 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 7 0 2 5:45 PM 3 0 0 0 0 0 0 1 2 4 0 1 Count Total 9 2 2 5 2 0 4 3 16 35 6 14 Peak Hour 4 2 2 4 2 0 2 1 11 20 5 3 18 9 71 12 5 39 0 0 9 3 1 7 1 2 7 4 1 11 1 2 8 6 0 13 0 3 6 3 0 10 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Willow St Linden St Linden 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 0 0 0 0 0 0 0 0 4:15 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 4:45 PM 0 1 1 0 0 0 0 0 0 1 1 0 0 0 0 2 6 10 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 11 5:15 PM 0 1 1 0 0 0 1 0 0 0 0 0 0 0 0 1 4 12 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 5:45 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3 8 Count Total 0 4 4 1 0 0 1 1 0 1 1 0 0 0 0 5 18 Pk Hr Heavy 0 2 2 0 0 0 1 1 0 1 1 0 0 0 0 4 12 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 1 1 0 0 0 1 0 3 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 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 2 4 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 4 Count Total 0 2 0 0 0 0 0 0 0 1 3 0 0 0 2 1 9 Pk Hr Bike 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 1 5 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Willow St Linden St Linden St Interval Start Willow St Willow St Linden St Linden 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 8%0.89 WB 7%0.97 NB 3%0.73 SB 8%0.70 TOTAL 8%0.91 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 2 119 0 0 1 100 14 0 0 3 4 0 9 2 1 255 0 7:45 AM 0 10 110 2 0 6 96 27 0 1 4 4 0 21 4 2 287 0 8:00 AM 0 6 92 2 0 3 111 15 0 1 2 2 0 12 3 4 253 0 8:15 AM 0 5 85 1 0 4 109 13 0 0 6 5 0 15 3 0 246 1,041 0 23 406 5 0 14 416 69 0 2 15 15 0 57 12 7 1,041 0 1 35 0 0 1 34 1 0 1 0 0 0 6 0 0 79 -4%9%0%-7%8%1%-50%0%0%-11%0%0%8% EB WB NB SB EB WB NB SB E W N S 7:30 AM 7 9 0 1 0 0 0 0 3 6 2 4 7:45 AM 12 11 1 1 0 0 1 0 0 5 1 0 8:00 AM 10 8 0 1 0 0 2 2 2 7 1 4 8:15 AM 7 8 0 3 0 0 1 2 2 4 1 1 Peak Hour 36 36 1 6 0 0 4 4 7 22 5 9798 43 8 19 4 14 18 3 17 0 15 25 1 6 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 Jefferson St Jefferson St Linden St Linden St 15-min Total 7:30 AM to 8:30 AM 5/6/2025 7:00 AM to 9:00 AM 0 0 0 0 4 0 040 0 0 0 5 9 22 7 N Linden St Jefferson St Jefferson St Li n d e n S t Jefferson St Li n d e n S t 1,041TEV: 0.9068PHF: 7 12 57 76 10 7 0 69 416 14 499 4780 15152 3231 0 5 406 23 434 425 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 67 1 0 0 74 4 0 0 1 3 0 9 2 1 162 0 7:15 AM 0 3 88 1 0 3 71 7 0 0 6 3 0 16 3 2 203 0 7:30 AM 0 2 119 0 0 1 100 14 0 0 3 4 0 9 2 1 255 0 7:45 AM 0 10 110 2 0 6 96 27 0 1 4 4 0 21 4 2 287 907 8:00 AM 0 6 92 2 0 3 111 15 0 1 2 2 0 12 3 4 253 998 8:15 AM 0 5 85 1 0 4 109 13 0 0 6 5 0 15 3 0 246 1,041 8:30 AM 0 6 90 2 0 4 96 13 0 1 4 9 0 11 9 1 246 1,032 8:45 AM 0 6 95 4 0 14 91 22 0 3 3 8 0 19 10 5 280 1,025 Count Total 0 38 746 13 0 35 748 115 0 6 29 38 0 112 36 16 1,932 0 23 406 5 0 14 416 69 0 2 15 15 0 57 12 7 1,041 0 1 35 0 0 1 34 1 0 1 0 0 0 6 0 0 79 -4%9%0%-7%8%1%-50%0%0%-11%0%0%8% EB WB NB SB EB WB NB SB E W N S 7:00 AM 6 12 0 2 0 0 0 0 0 3 3 1 7:15 AM 10 7 1 1 0 0 0 2 0 3 4 1 7:30 AM 7 9 0 1 0 0 0 0 3 6 2 4 7:45 AM 12 11 1 1 0 0 1 0 0 5 1 0 8:00 AM 10 8 0 1 0 0 2 2 2 7 1 4 8:15 AM 7 8 0 3 0 0 1 2 2 4 1 1 8:30 AM 6 10 1 2 0 0 0 0 0 3 2 2 8:45 AM 10 6 0 4 0 0 1 0 0 6 2 3 Count Total 68 71 3 15 0 0 5 6 7 37 16 16 Peak Hour 36 36 1 6 0 0 4 4 7 22 5 9 157 11 76 79 8 43 19 0 7 20 1 11 19 4 14 18 3 8 17 0 15 25 1 6 20 0 7 19 2 8 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Jefferson St Linden St Linden 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 6 0 0 0 12 0 0 0 0 0 0 1 1 0 20 0 7:15 AM 0 0 10 0 0 1 6 0 0 0 1 0 0 1 0 0 19 0 7:30 AM 0 0 7 0 0 0 8 1 0 0 0 0 0 1 0 0 17 0 7:45 AM 0 0 12 0 0 0 11 0 0 1 0 0 0 1 0 0 25 81 8:00 AM 0 1 9 0 0 0 8 0 0 0 0 0 0 1 0 0 19 80 8:15 AM 0 0 7 0 0 1 7 0 0 0 0 0 0 3 0 0 18 79 8:30 AM 0 0 6 0 0 0 10 0 0 0 1 0 0 2 0 0 19 81 8:45 AM 0 1 8 1 0 0 6 0 0 0 0 0 0 2 1 1 20 76 Count Total 0 2 65 1 0 2 68 1 0 1 2 0 0 12 2 1 157 Pk Hr Heavy 0 1 35 0 0 1 34 1 0 1 0 0 0 6 0 0 79 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 2 0 2 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 1 0 0 0 0 0 1 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 4 7 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 8 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8 Count Total 0 0 0 0 0 0 0 0 0 0 5 0 0 0 6 0 11 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 8 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Jefferson St Linden St Linden St Interval Start Jefferson St Jefferson St Linden St Linden 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 4%0.99 WB 4%0.86 NB 0%0.96 SB 0%0.78 TOTAL 3%0.95 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:30 PM 0 2 118 3 0 6 126 16 0 6 5 10 0 18 7 11 328 0 4:45 PM 0 5 113 4 0 8 136 21 0 1 8 12 0 21 4 5 338 0 5:00 PM 0 3 120 3 0 4 120 27 0 4 7 8 0 25 11 9 341 0 5:15 PM 0 8 113 5 0 8 85 13 0 2 8 10 0 18 5 7 282 1,289 0 18 464 15 0 26 467 77 0 13 28 40 0 82 27 32 1,289 0 0 18 0 0 0 24 1 0 0 0 0 0 0 0 0 43 -0%4%0%-0%5%1%-0%0%0%-0%0%0%3% EB WB NB SB EB WB NB SB E W N S 4:30 PM 3 6 0 0 0 0 0 0 5 9 2 6 4:45 PM 5 8 0 0 0 0 0 0 3 16 3 4 5:00 PM 4 6 0 0 0 0 1 0 3 10 4 1 5:15 PM 6 5 0 0 0 0 0 0 9 11 0 6 Peak Hour 18 25 0 0 0 0 1 0 20 46 9 17431 92 26 10 1 18 11 0 9 0 22 13 0 26 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 Jefferson St Jefferson St Linden St Linden St 15-min Total 4:30 PM to 5:30 PM 5/6/2025 4:00 PM to 6:00 PM 0 0 0 0 0 0 010 0 0 0 9 17 46 20 N Linden St Jefferson St Jefferson St Li n d e n S t Jefferson St Li n d e n S t 1,289TEV: 0.9450PHF: 32 27 82 14 1 12 3 0 77 467 26 570 5860 402813 8168 0 15 464 18 497 512 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 7 121 6 0 0 99 9 0 0 6 9 0 14 8 7 286 0 4:15 PM 0 2 96 6 0 5 109 13 0 3 7 9 0 17 7 6 280 0 4:30 PM 0 2 118 3 0 6 126 16 0 6 5 10 0 18 7 11 328 0 4:45 PM 0 5 113 4 0 8 136 21 0 1 8 12 0 21 4 5 338 1,232 5:00 PM 0 3 120 3 0 4 120 27 0 4 7 8 0 25 11 9 341 1,287 5:15 PM 0 8 113 5 0 8 85 13 0 2 8 10 0 18 5 7 282 1,289 5:30 PM 1 11 88 11 0 6 99 10 0 3 6 16 0 14 8 2 275 1,236 5:45 PM 0 6 78 5 0 3 94 16 0 5 5 17 0 17 12 8 266 1,164 Count Total 1 44 847 43 0 40 868 125 0 24 52 91 0 144 62 55 2,396 0 18 464 15 0 26 467 77 0 13 28 40 0 82 27 32 1,289 0 0 18 0 0 0 24 1 0 0 0 0 0 0 0 0 43 -0%4%0%-0%5%1%-0%0%0%-0%0%0%3% EB WB NB SB EB WB NB SB E W N S 4:00 PM 10 7 0 0 0 0 2 0 7 12 2 2 4:15 PM 6 8 0 0 0 0 1 0 3 6 0 0 4:30 PM 3 6 0 0 0 0 0 0 5 9 2 6 4:45 PM 5 8 0 0 0 0 0 0 3 16 3 4 5:00 PM 4 6 0 0 0 0 1 0 3 10 4 1 5:15 PM 6 5 0 0 0 0 0 0 9 11 0 6 5:30 PM 5 3 0 0 0 0 0 0 2 9 1 2 5:45 PM 4 6 0 1 0 0 0 1 7 12 0 1 Count Total 43 49 0 1 0 0 4 1 39 85 12 22 Peak Hour 18 25 0 0 0 0 1 0 20 46 9 17 93 5 158 43 1 92 8 0 14 11 1 20 10 1 18 11 0 26 9 0 22 13 0 26 17 2 23 14 1 9 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Jefferson St Linden St Linden 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 10 0 0 0 7 0 0 0 0 0 0 0 0 0 17 0 4:15 PM 0 0 6 0 0 0 8 0 0 0 0 0 0 0 0 0 14 0 4:30 PM 0 0 3 0 0 0 6 0 0 0 0 0 0 0 0 0 9 0 4:45 PM 0 0 5 0 0 0 7 1 0 0 0 0 0 0 0 0 13 53 5:00 PM 0 0 4 0 0 0 6 0 0 0 0 0 0 0 0 0 10 46 5:15 PM 0 0 6 0 0 0 5 0 0 0 0 0 0 0 0 0 11 43 5:30 PM 0 0 5 0 0 0 3 0 0 0 0 0 0 0 0 0 8 42 5:45 PM 0 0 4 0 0 0 6 0 0 0 0 0 0 0 1 0 11 40 Count Total 0 0 43 0 0 0 48 1 0 0 0 0 0 0 1 0 93 Pk Hr Heavy 0 0 18 0 0 0 24 1 0 0 0 0 0 0 0 0 43 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 2 0 0 0 0 0 2 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 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 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 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 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 1 0 1 2 Count Total 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Jefferson St Linden St Linden St Interval Start Jefferson St Jefferson St Linden St Linden 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 7%0.71 WB ---- NB 4%0.83 SB 7%0.80 TOTAL 6%0.84 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:45 AM 0 28 0 6 0 0 0 0 0 8 42 0 0 0 26 19 129 0 8:00 AM 0 11 0 1 0 0 0 0 0 15 28 0 0 0 17 16 88 0 8:15 AM 1 20 0 6 0 0 0 0 0 5 28 0 0 0 25 13 98 0 8:30 AM 0 18 0 6 0 0 0 0 0 12 27 0 0 0 40 13 116 431 1 77 0 19 0 0 0 0 0 40 125 0 0 0 108 61 431 1 4 0 2 0 0 0 0 0 2 4 0 0 0 7 5 25 100%5%-11%-----5%3%---6%8%6% EB WB NB SB EB WB NB SB E W N S 7:45 AM 1 0 3 2 0 0 0 2 1 0 0 0 8:00 AM 2 0 2 3 0 0 1 0 1 1 0 0 8:15 AM 1 0 0 3 0 0 1 0 2 0 0 0 8:30 AM 3 0 1 4 0 0 2 0 2 1 0 0 Peak Hour 7 0 6 12 0 0 4 2 6 2 0 0256 8 3 4 1 2 8 2 6 2 1 7 1 2 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 Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln Ave 15-min Total 7:45 AM to 8:45 AM 5/6/2025 7:00 AM to 9:00 AM 0 0 0 1 1 0 040 0 0 0 0 0 2 6 N E Lincoln Ave Willow St Udall Natural Area Access Road E L i n c o l n A v e Willow St E L i n c o l n A v e 431TEV: 0.8353PHF: 61 10 8 0 16 9 20 2 0 0 0 0 0 00 0 12 540 16 5 12 7 0 19 0 77 97 102 1 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 12 0 3 0 0 0 0 0 3 21 0 0 0 10 6 55 0 7:15 AM 0 12 0 2 0 0 0 0 0 1 13 0 0 0 15 5 48 0 7:30 AM 0 24 0 6 0 0 0 0 0 5 24 0 0 0 26 6 91 0 7:45 AM 0 28 0 6 0 0 0 0 0 8 42 0 0 0 26 19 129 323 8:00 AM 0 11 0 1 0 0 0 0 0 15 28 0 0 0 17 16 88 356 8:15 AM 1 20 0 6 0 0 0 0 0 5 28 0 0 0 25 13 98 406 8:30 AM 0 18 0 6 0 0 0 0 0 12 27 0 0 0 40 13 116 431 8:45 AM 0 15 0 7 0 0 0 0 0 8 31 0 0 0 36 23 120 422 Count Total 1 140 0 37 0 0 0 0 0 57 214 0 0 0 195 101 745 1 77 0 19 0 0 0 0 0 40 125 0 0 0 108 61 431 1 4 0 2 0 0 0 0 0 2 4 0 0 0 7 5 25 100%5%-11%-----5%3%---6%8%6% EB WB NB SB EB WB NB SB E W N S 7:00 AM 2 0 1 6 1 0 0 0 0 0 0 0 7:15 AM 0 0 2 4 0 0 3 0 3 0 0 0 7:30 AM 2 0 2 2 0 0 1 0 2 1 0 0 7:45 AM 1 0 3 2 0 0 0 2 1 0 0 0 8:00 AM 2 0 2 3 0 0 1 0 1 1 0 0 8:15 AM 1 0 0 3 0 0 1 0 2 0 0 0 8:30 AM 3 0 1 4 0 0 2 0 2 1 0 0 8:45 AM 1 0 2 3 0 0 0 0 0 0 0 0 Count Total 12 0 13 27 1 0 8 2 11 3 0 0 Peak Hour 7 0 6 12 0 0 4 2 6 2 0 0 52 11 14 25 6 8 8 2 3 6 0 0 7 1 2 4 1 2 6 1 3 6 2 1 9 1 0 6 3 3 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln 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 1 0 1 0 0 0 0 0 0 1 0 0 0 4 2 9 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2 6 0 7:30 AM 0 2 0 0 0 0 0 0 0 0 2 0 0 0 2 0 6 0 7:45 AM 0 1 0 0 0 0 0 0 0 1 2 0 0 0 1 1 6 27 8:00 AM 0 2 0 0 0 0 0 0 0 1 1 0 0 0 1 2 7 25 8:15 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 4 23 8:30 AM 0 1 0 2 0 0 0 0 0 0 1 0 0 0 3 1 8 25 8:45 AM 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 3 6 25 Count Total 1 7 0 4 0 0 0 0 0 2 11 0 0 0 15 12 52 Pk Hr Heavy 1 4 0 2 0 0 0 0 0 2 4 0 0 0 7 5 25 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 7 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 5 8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Count Total 0 1 0 0 0 0 0 0 0 0 8 0 0 0 1 1 11 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 1 6 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln Ave Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln 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 1%0.88 WB ---- NB 2%0.85 SB 1%0.68 TOTAL 2%0.83 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 5:00 PM 0 23 0 16 0 0 0 0 0 15 31 0 0 0 68 31 184 0 5:15 PM 0 19 0 15 0 0 0 0 0 16 39 0 0 0 38 22 149 0 5:30 PM 0 23 0 7 0 0 0 0 0 15 45 0 0 0 42 18 150 0 5:45 PM 0 27 0 7 0 0 0 0 0 13 31 0 0 0 30 21 129 612 0 92 0 45 0 0 0 0 0 59 146 0 0 0 178 92 612 0 2 0 0 0 0 0 0 0 1 4 0 0 0 3 1 11 -2%-0%-----2%3%---2%1%2% EB WB NB SB EB WB NB SB E W N S 5:00 PM 0 0 2 2 0 0 1 0 1 3 0 0 5:15 PM 1 0 2 0 0 0 1 0 1 1 0 0 5:30 PM 0 0 0 2 0 0 0 0 1 1 0 0 5:45 PM 1 0 1 0 0 0 0 0 1 1 0 0 Peak Hour 2 0 5 4 0 0 2 0 4 6 0 0112 10 2 2 0 2 2 0 4 1 4 3 1 2 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 Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln Ave 15-min Total 5:00 PM to 6:00 PM 5/6/2025 4:00 PM to 6:00 PM 0 0 0 0 0 0 020 0 0 0 0 0 6 4 N E Lincoln Ave Willow St Udall Natural Area Access Road E L i n c o l n A v e Willow St E L i n c o l n A v e 612TEV: 0.8315PHF: 92 17 8 0 27 0 23 8 0 0 0 0 0 00 0 14 659 20 5 22 3 0 45 0 92 137 151 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 15 0 12 0 0 0 0 0 8 29 0 0 0 35 21 120 0 4:15 PM 0 17 0 9 0 0 0 0 0 14 40 0 0 0 35 26 141 0 4:30 PM 0 22 0 14 0 0 0 0 0 5 28 0 0 0 48 31 148 0 4:45 PM 0 13 0 11 0 0 0 0 0 7 36 0 0 0 34 27 128 537 5:00 PM 0 23 0 16 0 0 0 0 0 15 31 0 0 0 68 31 184 601 5:15 PM 0 19 0 15 0 0 0 0 0 16 39 0 0 0 38 22 149 609 5:30 PM 0 23 0 7 0 0 0 0 0 15 45 0 0 0 42 18 150 611 5:45 PM 0 27 0 7 0 0 0 0 0 13 31 0 0 0 30 21 129 612 Count Total 0 159 0 91 0 0 0 0 0 93 279 0 0 0 330 197 1,149 0 92 0 45 0 0 0 0 0 59 146 0 0 0 178 92 612 0 2 0 0 0 0 0 0 0 1 4 0 0 0 3 1 11 -2%-0%-----2%3%---2%1%2% EB WB NB SB EB WB NB SB E W N S 4:00 PM 1 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 1 0 2 1 0 0 1 0 1 0 0 0 4:30 PM 0 0 0 2 0 0 0 0 0 0 0 0 4:45 PM 1 0 1 2 0 0 0 0 1 0 0 0 5:00 PM 0 0 2 2 0 0 1 0 1 3 0 0 5:15 PM 1 0 2 0 0 0 1 0 1 1 0 0 5:30 PM 0 0 0 2 0 0 0 0 1 1 0 0 5:45 PM 1 0 1 0 0 0 0 0 1 1 0 0 Count Total 5 0 10 9 0 0 3 0 6 6 0 0 Peak Hour 2 0 5 4 0 0 2 0 4 6 0 0 24 3 12 11 2 10 2 0 2 2 0 2 4 1 4 3 1 2 2 0 0 4 0 1 3 0 0 4 1 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln 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 1 0 0 0 0 0 0 2 0 0 0 0 0 3 0 4:15 PM 0 1 0 0 0 0 0 0 0 0 2 0 0 0 1 0 4 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 4:45 PM 0 1 0 0 0 0 0 0 0 0 1 0 0 0 2 0 4 13 5:00 PM 0 0 0 0 0 0 0 0 0 1 1 0 0 0 1 1 4 14 5:15 PM 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 13 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 13 5:45 PM 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 11 Count Total 0 4 0 1 0 0 0 0 0 1 9 0 0 0 8 1 24 Pk Hr Heavy 0 2 0 0 0 0 0 0 0 1 4 0 0 0 3 1 11 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 1 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 1 0 0 0 0 0 1 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln Ave Interval Start Willow St Udall Natural Area Access Road E Lincoln Ave E Lincoln 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 9%0.89 WB 5%0.84 NB 2%0.75 SB 4%0.82 TOTAL 6%0.92 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 3 126 3 0 72 115 5 0 2 20 19 0 7 25 2 399 0 7:45 AM 0 11 124 1 0 65 126 11 0 3 27 28 0 5 21 2 424 0 8:00 AM 0 7 96 5 0 73 147 17 0 1 19 20 0 1 16 1 403 0 8:15 AM 0 7 94 5 0 48 109 8 0 3 19 12 0 4 27 1 337 1,563 0 28 440 14 0 258 497 41 0 9 85 79 0 17 89 6 1,563 0 3 36 2 0 7 34 2 0 1 2 1 0 1 3 1 93 -11%8%14%-3%7%5%-11%2%1%-6%3%17%6% EB WB NB SB EB WB NB SB E W N S 7:30 AM 8 7 3 2 0 0 1 0 2 3 0 0 7:45 AM 14 14 1 0 0 0 0 1 0 1 0 0 8:00 AM 10 12 0 1 0 0 1 0 1 1 0 0 8:15 AM 9 10 0 2 0 0 1 0 2 1 1 0 Peak Hour 41 43 4 5 0 0 3 1 5 6 1 0934 12 4 23 1 2 21 1 20 1 5 29 1 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 Jefferson St Riverside Ave E Mountain Ave Lincoln Ave 15-min Total 7:30 AM to 8:30 AM 5/6/2025 7:00 AM to 9:00 AM 0 0 0 0 1 0 030 0 0 0 1 0 6 5 N Lincoln Ave Riverside Ave Riverside Ave E M o u n t a i n A v e Jefferson St Li n c o l n A v e 1,563TEV: 0.9216PHF: 6 89 17 11 2 15 4 0 41 497 258 796 5360 79859 17 3 36 1 0 14 440 28 482 512 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 4 73 1 0 37 81 8 0 0 9 9 0 3 7 2 234 0 7:15 AM 0 2 98 3 0 40 84 2 0 3 7 12 0 3 12 0 266 0 7:30 AM 0 3 126 3 0 72 115 5 0 2 20 19 0 7 25 2 399 0 7:45 AM 0 11 124 1 0 65 126 11 0 3 27 28 0 5 21 2 424 1,323 8:00 AM 0 7 96 5 0 73 147 17 0 1 19 20 0 1 16 1 403 1,492 8:15 AM 0 7 94 5 0 48 109 8 0 3 19 12 0 4 27 1 337 1,563 8:30 AM 0 4 106 6 0 48 102 10 0 3 27 22 0 9 29 4 370 1,534 8:45 AM 0 7 102 4 0 49 117 11 0 1 23 28 0 7 26 6 381 1,491 Count Total 0 45 819 28 0 432 881 72 0 16 151 150 0 39 163 18 2,814 0 28 440 14 0 258 497 41 0 9 85 79 0 17 89 6 1,563 0 3 36 2 0 7 34 2 0 1 2 1 0 1 3 1 93 -11%8%14%-3%7%5%-11%2%1%-6%3%17%6% EB WB NB SB EB WB NB SB E W N S 7:00 AM 7 12 0 5 0 0 0 0 0 0 0 0 7:15 AM 10 9 2 2 0 0 3 0 0 0 0 0 7:30 AM 8 7 3 2 0 0 1 0 2 3 0 0 7:45 AM 14 14 1 0 0 0 0 1 0 1 0 0 8:00 AM 10 12 0 1 0 0 1 0 1 1 0 0 8:15 AM 9 10 0 2 0 0 1 0 2 1 1 0 8:30 AM 7 10 2 5 0 0 2 0 2 2 0 0 8:45 AM 11 6 0 1 0 0 0 0 0 2 0 1 Count Total 76 80 8 18 0 0 8 1 7 10 1 1 Peak Hour 41 43 4 5 0 0 3 1 5 6 1 0 182 9 19 93 4 12 24 2 4 18 0 3 23 1 2 21 1 4 20 1 5 29 1 1 24 0 0 23 3 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln 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 1 6 0 0 1 11 0 0 0 0 0 0 1 3 1 24 0 7:15 AM 0 0 10 0 0 1 7 1 0 0 0 2 0 1 1 0 23 0 7:30 AM 0 0 7 1 0 0 7 0 0 1 2 0 0 0 1 1 20 0 7:45 AM 0 2 12 0 0 2 11 1 0 0 0 1 0 0 0 0 29 96 8:00 AM 0 1 9 0 0 1 10 1 0 0 0 0 0 0 1 0 23 95 8:15 AM 0 0 8 1 0 4 6 0 0 0 0 0 0 1 1 0 21 93 8:30 AM 0 0 6 1 0 0 9 1 0 0 1 1 0 2 1 2 24 97 8:45 AM 0 1 10 0 0 0 5 1 0 0 0 0 0 1 0 0 18 86 Count Total 0 5 68 3 0 9 66 5 0 1 3 4 0 6 8 4 182 Pk Hr Heavy 0 3 36 2 0 7 34 2 0 1 2 1 0 1 3 1 93 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 3 0 0 0 0 0 3 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 4 8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 Count Total 0 0 0 0 0 0 0 0 0 0 8 0 0 0 1 0 9 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln Ave Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln 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 3%0.96 WB 3%0.85 NB 1%0.84 SB 2%0.73 TOTAL 3%0.91 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:30 PM 0 7 144 7 0 39 124 5 0 5 20 60 0 10 41 10 472 0 4:45 PM 0 8 140 10 0 58 147 8 0 10 25 39 0 14 28 8 495 0 5:00 PM 0 7 145 12 0 45 131 8 0 8 32 64 0 16 57 12 537 0 5:15 PM 0 7 131 11 0 37 103 20 0 2 29 55 0 13 34 4 446 1,950 0 29 560 40 0 179 505 41 0 25 106 218 0 53 160 34 1,950 0 3 16 0 0 1 23 0 0 0 2 2 0 0 2 2 51 -10%3%0%-1%5%0%-0%2%1%-0%1%6%3% EB WB NB SB EB WB NB SB E W N S 4:30 PM 4 5 2 2 0 0 0 0 1 0 0 0 4:45 PM 4 7 0 1 0 0 0 0 2 0 1 1 5:00 PM 5 8 2 1 0 0 1 0 3 4 1 1 5:15 PM 6 4 0 0 0 0 1 0 1 2 0 1 Peak Hour 19 24 4 4 0 0 2 0 7 6 2 3512 18 4 16 1 9 10 1 13 0 1 12 0 4 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 Jefferson St Riverside Ave E Mountain Ave Lincoln Ave 15-min Total 4:30 PM to 5:30 PM 5/6/2025 4:00 PM to 6:00 PM 0 0 0 0 0 0 020 0 0 0 2 3 6 7 N Lincoln Ave Riverside Ave Riverside Ave E M o u n t a i n A v e Jefferson St Li n c o l n A v e 1,950TEV: 0.9078PHF: 34 16 0 53 24 7 17 6 0 41 505 179 725 8310 21 8 10 625 34 9 37 9 0 40 560 29 629 564 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 6 144 8 0 37 93 8 0 6 24 54 0 14 23 7 424 0 4:15 PM 0 4 105 11 0 44 114 12 0 6 35 39 0 5 35 7 417 0 4:30 PM 0 7 144 7 0 39 124 5 0 5 20 60 0 10 41 10 472 0 4:45 PM 0 8 140 10 0 58 147 8 0 10 25 39 0 14 28 8 495 1,808 5:00 PM 0 7 145 12 0 45 131 8 0 8 32 64 0 16 57 12 537 1,921 5:15 PM 0 7 131 11 0 37 103 20 0 2 29 55 0 13 34 4 446 1,950 5:30 PM 0 6 108 9 0 32 103 15 0 2 40 46 0 11 32 6 410 1,888 5:45 PM 0 8 97 6 0 39 110 11 0 9 23 40 0 8 27 5 383 1,776 Count Total 0 53 1,014 74 0 331 925 87 0 48 228 397 0 91 277 59 3,584 0 29 560 40 0 179 505 41 0 25 106 218 0 53 160 34 1,950 0 3 16 0 0 1 23 0 0 0 2 2 0 0 2 2 51 -10%3%0%-1%5%0%-0%2%1%-0%1%6%3% EB WB NB SB EB WB NB SB E W N S 4:00 PM 9 7 4 1 0 0 0 0 0 1 0 1 4:15 PM 4 8 1 1 0 0 1 0 1 0 0 0 4:30 PM 4 5 2 2 0 0 0 0 1 0 0 0 4:45 PM 4 7 0 1 0 0 0 0 2 0 1 1 5:00 PM 5 8 2 1 0 0 1 0 3 4 1 1 5:15 PM 6 4 0 0 0 0 1 0 1 2 0 1 5:30 PM 5 2 0 2 0 0 0 0 0 2 0 0 5:45 PM 3 6 0 0 0 0 0 0 1 2 1 0 Count Total 40 47 9 8 0 0 3 0 9 11 3 4 Peak Hour 19 24 4 4 0 0 2 0 7 6 2 3 104 3 27 51 2 18 9 0 2 9 0 4 16 1 9 10 1 4 13 0 1 12 0 4 21 0 2 14 1 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln 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 1 8 0 0 0 7 0 0 0 1 3 0 1 0 0 21 0 4:15 PM 0 1 3 0 0 0 8 0 0 0 1 0 0 0 1 0 14 0 4:30 PM 0 0 4 0 0 0 5 0 0 0 0 2 0 0 1 1 13 0 4:45 PM 0 1 3 0 0 0 7 0 0 0 0 0 0 0 0 1 12 60 5:00 PM 0 1 4 0 0 1 7 0 0 0 2 0 0 0 1 0 16 55 5:15 PM 0 1 5 0 0 0 4 0 0 0 0 0 0 0 0 0 10 51 5:30 PM 0 0 5 0 0 0 2 0 0 0 0 0 0 0 1 1 9 47 5:45 PM 0 1 2 0 0 0 6 0 0 0 0 0 0 0 0 0 9 44 Count Total 0 6 34 0 0 1 46 0 0 0 4 5 0 1 4 3 104 Pk Hr Heavy 0 3 16 0 0 1 23 0 0 0 2 2 0 0 2 2 51 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 1 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 1 0 0 0 0 0 1 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln Ave Interval Start Jefferson St Riverside Ave E Mountain Ave Lincoln Ave 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Level of Service Definitions LEVEL OF SERVICE DEFINITIONS In rating roadway and intersection operating conditions with existing or future traffic volumes, “Levels of Service” (LOS) A through F are used, with LOS A indicating very good operation and LOS F indicating poor operation. Levels of service at signalized and unsignalized intersections are closely associated with vehicle delays experienced in seconds per vehicle. More complete level of service definitions and delay data for signal and stop sign controlled intersections are contained in the following table for reference. Level of Service Rating Delay in seconds per vehicle (a) Definition Signalized Unsignalized A 0.0 to 10.0 0.0 to 10.0 Low vehicular traffic volumes; primarily free flow operations. Density is low and vehicles can freely maneuver within the traffic stream. Drivers are able to maintain their desired speeds with little or no delay. B 10.1 to 20.0 10.1 to 15.0 Stable vehicular traffic volume flow with potential for some restriction of operating speeds due to traffic conditions. Vehicle maneuvering is only slightly restricted. The stopped delays are not bothersome and drivers are not subject to appreciable tension. C 20.1 to 35.0 15.1 to 25.0 Stable traffic operations, however the ability for vehicles to maneuver is more restricted by the increase in traffic volumes. Relatively satisfactory operating speeds prevail, but adverse signal coordination or longer vehicle queues cause delays along the corridor. D 35.1 to 55.0 25.1 to 35.0 Approaching unstable vehicular traffic flow where small increases in volume could cause substantial delays. Most drivers are restricted in ability to maneuver and selection of travel speeds due to congestion. Driver comfort and convenience are low, but tolerable. E 55.1 to 80.0 35.1 to 50.0 Traffic operations characterized by significant approach delays and average travel speeds of one-half to one-third the free flow speed. Vehicular flow is unstable and there is potential for stoppages of brief duration. High signal density, extensive vehicle queuing, or corridor signal progression/timing are the typical causes of vehicle delays at signalized corridors. F > 80.0 > 50.0 Forced vehicular traffic flow and operations with high approach delays at critical intersections. Vehicle speeds are reduced substantially, and stoppages may occur for short or long periods of time because of downstream congestion. (a) Delay ranges based on Highway Capacity Manual (6th Edition, 2016) criteria. 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Intersection Capacity Worksheets: Existing HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 45 80 51 12 72 8 41 33 10 12 39 37 Future Vol, veh/h 45 80 51 12 72 8 41 33 10 12 39 37 Peak Hour Factor 0.68 0.68 0.68 0.85 0.85 0.85 0.75 0.75 0.75 0.88 0.88 0.88 Heavy Vehicles, % 5 5 5 5 5 5 2 2 2 15 15 15 Mvmt Flow 66 118 75 14 85 9 55 44 13 14 44 42 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 9.7 8.6 8.9 8.8 HCM LOS A A A A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 49% 13% 26% 14% Vol Thru, % 39% 78% 45% 44% Vol Right, % 12% 9% 29% 42% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 84 92 176 88 LT Vol 41 12 45 12 Through Vol 33 72 80 39 RT Vol 10 8 51 37 Lane Flow Rate 112 108 259 100 Geometry Grp 1 1 1 1 Degree of Util (X) 0.154 0.144 0.325 0.137 Departure Headway (Hd) 4.944 4.784 4.518 4.93 Convergence, Y/N Yes Yes Yes Yes Cap 722 747 795 724 Service Time 2.996 2.834 2.559 2.984 HCM Lane V/C Ratio 0.155 0.145 0.326 0.138 HCM Control Delay, s/veh 8.9 8.6 9.7 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.5 1.4 0.5 Timings 2: Linden St & Jefferson St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 23 406 14 416 2 15 57 12 7 Future Volume (vph) 23 406 14 416 2 15 57 12 7 Lane Group Flow (vph) 26 462 14 500 0 45 81 17 10 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.5 23.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 48.0 48.0 48.0 48.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.05 0.39 0.02 0.22 0.17 0.47 0.07 0.04 Control Delay (s/veh) 5.5 6.9 4.7 3.7 17.7 37.9 26.3 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.5 6.9 4.7 3.7 17.7 37.9 26.3 1.3 Queue Length 50th (ft) 3 74 2 25 11 38 8 0 Queue Length 95th (ft) 15 188 m7 46 25 52 16 0 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 555 1184 567 2229 524 371 514 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.39 0.02 0.22 0.09 0.22 0.03 0.02 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 23 406 5 14 416 69 2 15 15 57 12 7 Future Volume (veh/h) 23 406 5 14 416 69 2 15 15 57 12 7 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 0.99 1.00 0.99 0.96 0.94 0.96 0.94 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 1603 1603 1603 1617 1617 1617 1670 1670 1670 1603 1603 1603 Adj Flow Rate, veh/h 26 456 6 14 429 71 3 21 21 81 17 10 Peak Hour Factor 0.89 0.89 0.89 0.97 0.97 0.97 0.73 0.73 0.73 0.70 0.70 0.70 Percent Heavy Veh, % 8 8 8 7 7 7 3 3 3 8 8 8 Cap, veh/h 580 1100 14 551 1838 302 53 121 110 279 255 204 Arrive On Green 0.70 0.70 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 768 1579 21 803 2638 433 29 762 692 1128 1603 1280 Grp Volume(v), veh/h 26 0 462 14 249 251 45 0 0 81 17 10 Grp Sat Flow(s),veh/h/ln 768 0 1599 803 1536 1535 1483 0 0 1128 1603 1280 Q Serve(g_s), s 1.0 0.0 9.8 0.6 4.7 4.7 0.0 0.0 0.0 2.4 0.7 0.5 Cycle Q Clear(g_c), s 5.8 0.0 9.8 10.5 4.7 4.7 2.1 0.0 0.0 4.5 0.7 0.5 Prop In Lane 1.00 0.01 1.00 0.28 0.07 0.47 1.00 1.00 Lane Grp Cap(c), veh/h 580 0 1115 551 1070 1070 284 0 0 279 255 204 V/C Ratio(X) 0.04 0.00 0.41 0.03 0.23 0.24 0.16 0.00 0.00 0.29 0.07 0.05 Avail Cap(c_a), veh/h 580 0 1115 551 1070 1070 544 0 0 466 521 416 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.4 0.0 5.2 7.4 4.4 4.4 29.1 0.0 0.0 30.0 28.6 28.5 Incr Delay (d2), s/veh 0.1 0.0 1.1 0.1 0.5 0.5 0.3 0.0 0.0 0.6 0.1 0.1 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 0.2 0.0 2.9 0.1 1.3 1.3 0.8 0.0 0.0 1.4 0.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 5.6 0.0 6.3 7.5 4.9 4.9 29.4 0.0 0.0 30.6 28.7 28.6 LnGrp LOS A A A A A C C C C Approach Vol, veh/h 488 514 45 108 Approach Delay, s/veh 6.3 5.0 29.4 30.1 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.3 18.7 61.3 18.7 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 42.5 * 27 42.5 26.0 Max Q Clear Time (g_c+I1), s 11.8 4.1 12.5 6.5 Green Ext Time (p_c), s 3.4 0.2 3.4 0.4 Intersection Summary HCM 7th Control Delay, s/veh 8.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 40 125 108 61 78 19 Future Vol, veh/h 40 125 108 61 78 19 Conflicting Peds, #/hr 2 0 0 2 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 83 83 80 80 71 71 Heavy Vehicles, % 4 4 7 7 7 7 Mvmt Flow 48 151 135 76 110 27 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 213 0 - 0 422 175 Stage 1 - - - - 175 - Stage 2 - - - - 247 - Critical Hdwy 4.14 - - - 6.47 6.27 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy 2.236 - - - 3.563 3.363 Pot Cap-1 Maneuver 1345 - - - 579 855 Stage 1 - - - - 843 - Stage 2 - - - - 783 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1343 - - - 554 854 Mov Cap-2 Maneuver - - - - 554 - Stage 1 - - - - 809 - Stage 2 - - - - 781 - Approach EB WB SE HCM Ctrl Dly, s/v 1.89 0 12.84 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 436 - - - 595 HCM Lane V/C Ratio 0.036 - - - 0.23 HCM Ctrl Dly (s/v) 7.8 0 - - 12.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.9 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 28 440 258 497 9 85 79 17 89 Future Volume (vph) 28 440 258 497 9 85 79 17 89 Lane Group Flow (vph) 31 510 307 641 12 113 105 21 116 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.07 0.24 0.58 0.30 0.07 0.44 0.35 0.13 0.25 Control Delay (s/veh) 5.3 4.6 13.7 5.6 26.1 34.4 8.9 28.2 27.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.3 4.6 13.7 5.6 26.1 34.4 8.9 28.2 27.8 Queue Length 50th (ft) 3 28 58 46 5 53 0 10 26 Queue Length 95th (ft) m14 60 181 101 14 70 22 23 37 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 449 2084 530 2149 332 492 484 321 893 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 0.07 0.24 0.58 0.30 0.04 0.23 0.22 0.07 0.13 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 37 (46%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2025 Existing - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 28 440 14 258 497 41 9 85 79 17 89 6 Future Volume (vph) 28 440 14 258 497 41 9 85 79 17 89 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1489 2967 1547 3054 1583 1676 1394 1555 3092 Flt Permitted 0.41 1.00 0.46 1.00 0.68 1.00 1.00 0.68 1.00 Satd. Flow (perm) 640 2967 756 3054 1131 1676 1394 1120 3092 Peak-hour factor, PHF 0.89 0.89 0.89 0.84 0.84 0.84 0.75 0.75 0.75 0.82 0.82 0.82 Adj. Flow (vph) 31 494 16 307 592 49 12 113 105 21 109 7 RTOR Reduction (vph)0 2 0 0 5 0 0 0 89 0 6 0 Lane Group Flow (vph) 31 508 0 307 636 0 12 113 16 21 110 0 Confl. Peds. (#/hr) 1 1 6 5 5 6 Confl. Bikes (#/hr)3 1 Heavy Vehicles (%) 9% 9% 9% 5% 5% 5% 2% 2% 2% 4% 4% 4% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 56.2 56.2 56.2 56.2 12.3 12.3 12.3 11.8 11.8 Effective Green, g (s) 56.2 56.2 56.2 56.2 12.3 12.3 12.3 11.8 11.8 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 449 2084 531 2145 173 257 214 165 456 v/s Ratio Prot 0.17 0.21 c0.07 0.04 v/s Ratio Perm 0.05 c0.41 0.01 0.01 0.02 v/c Ratio 0.07 0.24 0.58 0.30 0.07 0.44 0.08 0.13 0.24 Uniform Delay, d1 3.7 4.3 6.0 4.5 29.0 30.7 29.0 29.6 30.1 Progression Factor 0.90 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 4.5 0.4 0.2 1.2 0.2 0.3 0.3 Delay (s) 3.6 3.9 10.5 4.8 29.1 31.9 29.1 30.0 30.4 Level of Service A A B A C C C C C Approach Delay (s/veh) 3.9 6.7 30.5 30.4 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 10.1 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 40 91 47 7 136 14 54 62 20 17 63 53 Future Vol, veh/h 40 91 47 7 136 14 54 62 20 17 63 53 Peak Hour Factor 0.82 0.82 0.82 0.87 0.87 0.87 0.69 0.69 0.69 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 3 3 3 Mvmt Flow 49 111 57 8 156 16 78 90 29 20 76 64 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 10.3 10 10.3 9.6 HCM LOS B A B A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 40% 4% 22% 13% Vol Thru, % 46% 87% 51% 47% Vol Right, % 15% 9% 26% 40% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 136 157 178 133 LT Vol 54 7 40 17 Through Vol 62 136 91 63 RT Vol 20 14 47 53 Lane Flow Rate 197 180 217 160 Geometry Grp 1 1 1 1 Degree of Util (X) 0.284 0.258 0.304 0.226 Departure Headway (Hd) 5.195 5.15 5.048 5.083 Convergence, Y/N Yes Yes Yes Yes Cap 694 700 714 707 Service Time 3.216 3.167 3.063 3.11 HCM Lane V/C Ratio 0.284 0.257 0.304 0.226 HCM Control Delay, s/veh 10.3 10 10.3 9.6 HCM Lane LOS B A B A HCM 95th-tile Q 1.2 1 1.3 0.9 Timings 2: Linden St & Jefferson St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 18 464 26 467 13 28 82 27 32 Future Volume (vph) 18 464 26 467 13 28 82 27 32 Lane Group Flow (vph) 18 484 30 633 0 85 105 35 41 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.04 0.40 0.05 0.28 0.30 0.51 0.13 0.16 Control Delay (s/veh) 5.7 7.1 5.0 4.3 17.9 38.3 27.3 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.7 7.1 5.0 4.3 17.9 38.3 27.3 10.0 Queue Length 50th (ft) 2 82 3 40 19 49 15 0 Queue Length 95th (ft) 12 200 14 80 50 72 30 18 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 500 1215 557 2274 473 371 491 420 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.40 0.05 0.28 0.18 0.28 0.07 0.10 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 67 (84%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 18 464 15 26 467 77 13 28 40 82 27 32 Future Volume (veh/h) 18 464 15 26 467 77 13 28 40 82 27 32 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 0.99 1.00 0.99 0.94 0.92 0.95 0.93 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 1657 1657 1657 1657 1657 1657 1710 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 18 469 15 30 543 90 14 29 42 105 35 41 Peak Hour Factor 0.99 0.99 0.99 0.86 0.86 0.86 0.96 0.96 0.96 0.78 0.78 0.78 Percent Heavy Veh, % 4 4 4 4 4 4 0 0 0 0 0 0 Cap, veh/h 481 1033 33 493 1747 288 78 128 150 349 357 283 Arrive On Green 0.65 0.65 0.65 0.65 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 701 1596 51 806 2698 445 122 611 716 1151 1710 1353 Grp Volume(v), veh/h 18 0 484 30 316 317 85 0 0 105 35 41 Grp Sat Flow(s),veh/h/ln 701 0 1647 806 1574 1569 1449 0 0 1151 1710 1353 Q Serve(g_s), s 0.9 0.0 11.7 1.5 7.1 7.1 0.0 0.0 0.0 1.1 1.3 2.0 Cycle Q Clear(g_c), s 8.1 0.0 11.7 13.3 7.1 7.1 3.8 0.0 0.0 4.9 1.3 2.0 Prop In Lane 1.00 0.03 1.00 0.28 0.16 0.49 1.00 1.00 Lane Grp Cap(c), veh/h 481 0 1066 493 1019 1016 355 0 0 349 357 283 V/C Ratio(X) 0.04 0.00 0.45 0.06 0.31 0.31 0.24 0.00 0.00 0.30 0.10 0.15 Avail Cap(c_a), veh/h 481 0 1066 493 1019 1016 483 0 0 439 492 389 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.0 0.0 7.0 10.4 6.2 6.2 26.5 0.0 0.0 26.9 25.6 25.8 Incr Delay (d2), s/veh 0.1 0.0 1.4 0.2 0.8 0.8 0.3 0.0 0.0 0.5 0.1 0.2 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 0.1 0.0 3.8 0.3 2.2 2.2 1.4 0.0 0.0 1.7 0.5 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 8.2 0.0 8.4 10.6 7.0 7.0 26.9 0.0 0.0 27.4 25.7 26.1 LnGrp LOS A A B A A C C C C Approach Vol, veh/h 502 663 85 181 Approach Delay, s/veh 8.4 7.2 26.9 26.7 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.3 22.7 57.3 22.7 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 45.5 * 24 45.5 23.0 Max Q Clear Time (g_c+I1), s 13.7 5.8 15.3 6.9 Green Ext Time (p_c), s 3.6 0.4 4.6 0.6 Intersection Summary HCM 7th Control Delay, s/veh 11.3 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 59 146 178 92 92 45 Future Vol, veh/h 59 146 178 92 92 45 Conflicting Peds, #/hr 6 0 0 6 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 68 68 88 88 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 69 172 262 135 105 51 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 403 0 - 0 646 335 Stage 1 - - - - 335 - Stage 2 - - - - 311 - Critical Hdwy 4.12 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.218 - - - 3.509 3.309 Pot Cap-1 Maneuver 1156 - - - 438 709 Stage 1 - - - - 727 - Stage 2 - - - - 746 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1149 - - - 404 705 Mov Cap-2 Maneuver - - - - 404 - Stage 1 - - - - 674 - Stage 2 - - - - 741 - Approach EB WB SE HCM Ctrl Dly, s/v 2.4 0 16.42 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 518 - - - 470 HCM Lane V/C Ratio 0.06 - - - 0.331 HCM Ctrl Dly (s/v) 8.3 0 - - 16.4 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.2 - - - 1.4 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 29 560 179 505 25 106 218 53 160 Future Volume (vph) 29 560 179 505 25 106 218 53 160 Lane Group Flow (vph) 30 625 211 642 30 126 260 73 266 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 29.0 29.0 Total Split (s) 49.0 49.0 49.0 49.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.8% 38.8% 38.8% 38.8% 38.8% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.06 0.29 0.44 0.29 0.20 0.48 0.59 0.44 0.55 Control Delay (s/veh) 4.1 4.2 9.6 5.2 30.8 36.2 10.1 38.2 31.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.1 4.2 9.6 5.2 30.8 36.2 10.1 38.2 31.1 Queue Length 50th (ft) 2 40 37 50 13 59 0 34 57 Queue Length 95th (ft) m12 76 93 85 32 94 46 54 67 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 473 2190 482 2187 315 539 624 350 987 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 0.06 0.29 0.44 0.29 0.10 0.23 0.42 0.21 0.27 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 77 (96%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2025 Existing - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 29 560 40 179 505 41 25 106 218 53 160 34 Future Volume (vph) 29 560 40 179 505 41 25 106 218 53 160 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1574 3119 1574 3113 1598 1693 1400 1575 3089 Flt Permitted 0.41 1.00 0.41 1.00 0.59 1.00 1.00 0.68 1.00 Satd. Flow (perm) 676 3119 687 3113 988 1693 1400 1121 3089 Peak-hour factor, PHF 0.96 0.96 0.96 0.85 0.85 0.85 0.84 0.84 0.84 0.73 0.73 0.73 Adj. Flow (vph) 30 583 42 211 594 48 30 126 260 73 219 47 RTOR Reduction (vph)0 4 0 0 5 0 0 0 220 0 28 0 Lane Group Flow (vph) 30 621 0 211 637 0 30 126 40 73 238 0 Confl. Peds. (#/hr) 2 3 3 2 6 7 7 6 Confl. Bikes (#/hr)2 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 1% 1% 1% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 56.1 56.1 56.1 56.1 12.4 12.4 12.4 11.9 11.9 Effective Green, g (s) 56.1 56.1 56.1 56.1 12.4 12.4 12.4 11.9 11.9 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 474 2187 481 2182 153 262 217 166 459 v/s Ratio Prot 0.20 0.20 0.07 c0.08 v/s Ratio Perm 0.04 c0.31 0.03 0.03 0.07 v/c Ratio 0.06 0.28 0.44 0.29 0.20 0.48 0.19 0.44 0.52 Uniform Delay, d1 3.7 4.5 5.2 4.5 29.5 30.9 29.4 31.0 31.4 Progression Factor 0.79 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.3 2.9 0.3 0.6 1.4 0.4 1.9 1.0 Delay (s) 3.2 3.9 8.0 4.8 30.1 32.3 29.8 32.9 32.4 Level of Service A A A A C C C C C Approach Delay (s/veh) 3.8 5.6 30.6 32.5 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 13.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Intersection Capacity Worksheets: Year 2028 Background HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2028 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 50 85 55 15 75 10 45 35 10 15 40 40 Future Vol, veh/h 50 85 55 15 75 10 45 35 10 15 40 40 Peak Hour Factor 0.68 0.68 0.68 0.85 0.85 0.85 0.75 0.75 0.75 0.88 0.88 0.88 Heavy Vehicles, % 5 5 5 5 5 5 2 2 2 15 15 15 Mvmt Flow 74 125 81 18 88 12 60 47 13 17 45 45 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 10.2 8.8 9.1 9 HCM LOS B A A A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 50% 15% 26% 16% Vol Thru, % 39% 75% 45% 42% Vol Right, % 11% 10% 29% 42% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 90 100 190 95 LT Vol 45 15 50 15 Through Vol 35 75 85 40 RT Vol 10 10 55 40 Lane Flow Rate 120 118 279 108 Geometry Grp 1 1 1 1 Degree of Util (X) 0.168 0.159 0.356 0.151 Departure Headway (Hd) 5.044 4.859 4.582 5.029 Convergence, Y/N Yes Yes Yes Yes Cap 707 734 782 709 Service Time 3.106 2.918 2.63 3.091 HCM Lane V/C Ratio 0.17 0.161 0.357 0.152 HCM Control Delay, s/veh 9.1 8.8 10.2 9 HCM Lane LOS A A B A HCM 95th-tile Q 0.6 0.6 1.6 0.5 Timings 2: Linden St & Jefferson St 05/13/2025 2028 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 25 420 15 430 5 15 60 15 10 Future Volume (vph) 25 420 15 430 5 15 60 15 10 Lane Group Flow (vph) 28 478 15 520 0 49 86 21 14 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.5 23.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 48.0 48.0 48.0 48.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.05 0.41 0.03 0.23 0.19 0.49 0.09 0.06 Control Delay (s/veh) 5.6 7.2 4.8 3.8 18.5 38.5 26.5 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.6 7.2 4.8 3.8 18.5 38.5 26.5 3.5 Queue Length 50th (ft) 3 80 2 26 12 40 9 0 Queue Length 95th (ft) 16 198 m7 49 27 55 19 2 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 541 1179 554 2218 516 370 514 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.41 0.03 0.23 0.09 0.23 0.04 0.03 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2028 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 25 420 5 15 430 75 5 15 15 60 15 10 Future Volume (veh/h) 25 420 5 15 430 75 5 15 15 60 15 10 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 0.99 1.00 0.99 0.96 0.94 0.96 0.94 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 1603 1603 1603 1617 1617 1617 1670 1670 1670 1603 1603 1603 Adj Flow Rate, veh/h 28 472 6 15 443 77 7 21 21 86 21 14 Peak Hour Factor 0.89 0.89 0.89 0.97 0.97 0.97 0.73 0.73 0.73 0.70 0.70 0.70 Percent Heavy Veh, % 8 8 8 7 7 7 3 3 3 8 8 8 Cap, veh/h 568 1100 14 539 1822 315 65 121 101 280 256 205 Arrive On Green 0.70 0.70 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 754 1579 20 791 2616 452 84 759 632 1128 1603 1280 Grp Volume(v), veh/h 28 0 478 15 259 261 49 0 0 86 21 14 Grp Sat Flow(s),veh/h/ln 754 0 1600 791 1536 1532 1476 0 0 1128 1603 1280 Q Serve(g_s), s 1.1 0.0 10.4 0.7 4.9 5.0 0.0 0.0 0.0 2.5 0.9 0.7 Cycle Q Clear(g_c), s 6.1 0.0 10.4 11.0 4.9 5.0 2.3 0.0 0.0 4.8 0.9 0.7 Prop In Lane 1.00 0.01 1.00 0.29 0.14 0.43 1.00 1.00 Lane Grp Cap(c), veh/h 568 0 1114 539 1069 1067 287 0 0 280 256 205 V/C Ratio(X) 0.05 0.00 0.43 0.03 0.24 0.24 0.17 0.00 0.00 0.31 0.08 0.07 Avail Cap(c_a), veh/h 568 0 1114 539 1069 1067 541 0 0 466 521 416 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.6 0.0 5.3 7.6 4.4 4.4 29.2 0.0 0.0 30.1 28.6 28.5 Incr Delay (d2), s/veh 0.2 0.0 1.2 0.1 0.5 0.5 0.3 0.0 0.0 0.6 0.1 0.1 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 0.2 0.0 3.0 0.1 1.4 1.4 0.8 0.0 0.0 1.5 0.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 5.7 0.0 6.5 7.7 5.0 5.0 29.5 0.0 0.0 30.7 28.7 28.7 LnGrp LOS A A A A A C C C C Approach Vol, veh/h 506 535 49 121 Approach Delay, s/veh 6.4 5.1 29.5 30.1 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.2 18.8 61.2 18.8 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 42.5 * 27 42.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 4.3 13.0 6.8 Green Ext Time (p_c), s 3.6 0.2 3.5 0.4 Intersection Summary HCM 7th Control Delay, s/veh 9.1 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2028 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 45 130 115 65 80 20 Future Vol, veh/h 45 130 115 65 80 20 Conflicting Peds, #/hr 2 0 0 2 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 83 83 80 80 71 71 Heavy Vehicles, % 4 4 7 7 7 7 Mvmt Flow 54 157 144 81 113 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 227 0 - 0 451 186 Stage 1 - - - - 186 - Stage 2 - - - - 265 - Critical Hdwy 4.14 - - - 6.47 6.27 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy 2.236 - - - 3.563 3.363 Pot Cap-1 Maneuver 1330 - - - 557 843 Stage 1 - - - - 834 - Stage 2 - - - - 768 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1327 - - - 530 841 Mov Cap-2 Maneuver - - - - 530 - Stage 1 - - - - 795 - Stage 2 - - - - 766 - Approach EB WB SE HCM Ctrl Dly, s/v 2.01 0 13.34 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 463 - - - 572 HCM Lane V/C Ratio 0.041 - - - 0.246 HCM Ctrl Dly (s/v) 7.8 0 - - 13.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 1 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background - AM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 30 455 270 515 10 90 85 20 95 Future Volume (vph) 30 455 270 515 10 90 85 20 95 Lane Group Flow (vph) 34 528 321 667 13 120 113 24 128 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.08 0.25 0.62 0.31 0.07 0.46 0.36 0.14 0.27 Control Delay (s/veh) 5.6 4.8 15.5 5.7 26.1 34.8 8.7 28.5 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.6 4.8 15.5 5.7 26.1 34.8 8.7 28.5 26.9 Queue Length 50th (ft) 3 30 65 49 6 57 0 11 27 Queue Length 95th (ft) m15 65 #207 105 15 73 23 25 40 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 436 2077 519 2141 328 492 490 319 892 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 0.08 0.25 0.62 0.31 0.04 0.24 0.23 0.08 0.14 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 37 (46%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 455 15 270 515 45 10 90 85 20 95 10 Future Volume (vph) 30 455 15 270 515 45 10 90 85 20 95 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1489 2966 1547 3051 1584 1676 1394 1555 3074 Flt Permitted 0.40 1.00 0.46 1.00 0.67 1.00 1.00 0.68 1.00 Satd. Flow (perm) 624 2966 743 3051 1118 1676 1394 1113 3074 Peak-hour factor, PHF 0.89 0.89 0.89 0.84 0.84 0.84 0.75 0.75 0.75 0.82 0.82 0.82 Adj. Flow (vph) 34 511 17 321 613 54 13 120 113 24 116 12 RTOR Reduction (vph)0 2 0 0 6 0 0 0 95 0 10 0 Lane Group Flow (vph) 34 526 0 321 661 0 13 120 18 24 118 0 Confl. Peds. (#/hr) 1 1 6 5 5 6 Confl. Bikes (#/hr)3 1 Heavy Vehicles (%) 9% 9% 9% 5% 5% 5% 2% 2% 2% 4% 4% 4% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 56.0 56.0 56.0 56.0 12.5 12.5 12.5 12.0 12.0 Effective Green, g (s) 56.0 56.0 56.0 56.0 12.5 12.5 12.5 12.0 12.0 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 436 2076 520 2135 174 261 217 166 461 v/s Ratio Prot 0.18 0.22 c0.07 0.04 v/s Ratio Perm 0.05 c0.43 0.01 0.01 0.02 v/c Ratio 0.08 0.25 0.62 0.31 0.07 0.46 0.08 0.14 0.26 Uniform Delay, d1 3.8 4.4 6.3 4.6 28.8 30.7 28.8 29.5 30.1 Progression Factor 0.93 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 5.4 0.4 0.2 1.3 0.2 0.4 0.3 Delay (s) 3.9 4.1 11.8 5.0 29.0 32.0 29.0 29.9 30.3 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.1 7.2 30.4 30.3 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 45 95 50 10 140 15 60 65 25 20 65 55 Future Vol, veh/h 45 95 50 10 140 15 60 65 25 20 65 55 Peak Hour Factor 0.82 0.82 0.82 0.87 0.87 0.87 0.69 0.69 0.69 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 3 3 3 Mvmt Flow 55 116 61 11 161 17 87 94 36 24 78 66 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 10.8 10.3 10.8 9.9 HCM LOS B B B A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 40% 6% 24% 14% Vol Thru, % 43% 85% 50% 46% Vol Right, % 17% 9% 26% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 150 165 190 140 LT Vol 60 10 45 20 Through Vol 65 140 95 65 RT Vol 25 15 50 55 Lane Flow Rate 217 190 232 169 Geometry Grp 1 1 1 1 Degree of Util (X) 0.319 0.278 0.332 0.244 Departure Headway (Hd) 5.288 5.275 5.162 5.218 Convergence, Y/N Yes Yes Yes Yes Cap 680 681 697 688 Service Time 3.319 3.307 3.193 3.252 HCM Lane V/C Ratio 0.319 0.279 0.333 0.246 HCM Control Delay, s/veh 10.8 10.3 10.8 9.9 HCM Lane LOS B B B A HCM 95th-tile Q 1.4 1.1 1.5 1 Timings 2: Linden St & Jefferson St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 20 480 30 485 15 30 85 30 35 Future Volume (vph) 20 480 30 485 15 30 85 30 35 Lane Group Flow (vph) 20 500 35 657 0 94 109 38 45 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.04 0.41 0.06 0.29 0.32 0.55 0.14 0.18 Control Delay (s/veh) 5.8 7.3 5.2 4.4 17.8 39.7 27.2 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.8 7.3 5.2 4.4 17.8 39.7 27.2 9.8 Queue Length 50th (ft) 3 88 4 43 21 51 17 0 Queue Length 95th (ft) 13 209 16 82 53 75 32 18 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 487 1210 542 2264 474 355 491 423 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.41 0.06 0.29 0.20 0.31 0.08 0.11 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 67 (84%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 20 480 15 30 485 80 15 30 45 85 30 35 Future Volume (veh/h) 20 480 15 30 485 80 15 30 45 85 30 35 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 0.99 1.00 0.99 0.94 0.92 0.95 0.93 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 1657 1657 1657 1657 1657 1657 1710 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 20 485 15 35 564 93 16 31 47 109 38 45 Peak Hour Factor 0.99 0.99 0.99 0.86 0.86 0.86 0.96 0.96 0.96 0.78 0.78 0.78 Percent Heavy Veh, % 4 4 4 4 4 4 0 0 0 0 0 0 Cap, veh/h 470 1034 32 482 1748 287 79 124 151 343 357 283 Arrive On Green 0.65 0.65 0.65 0.65 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 685 1598 49 794 2700 444 128 594 722 1145 1710 1353 Grp Volume(v), veh/h 20 0 500 35 328 329 94 0 0 109 38 45 Grp Sat Flow(s),veh/h/ln 685 0 1647 794 1574 1570 1443 0 0 1145 1710 1353 Q Serve(g_s), s 1.1 0.0 12.3 1.9 7.4 7.5 0.0 0.0 0.0 1.4 1.4 2.2 Cycle Q Clear(g_c), s 8.6 0.0 12.3 14.2 7.4 7.5 4.2 0.0 0.0 5.6 1.4 2.2 Prop In Lane 1.00 0.03 1.00 0.28 0.17 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 470 0 1066 482 1019 1016 354 0 0 343 357 283 V/C Ratio(X) 0.04 0.00 0.47 0.07 0.32 0.32 0.27 0.00 0.00 0.32 0.11 0.16 Avail Cap(c_a), veh/h 470 0 1066 482 1019 1016 481 0 0 433 492 389 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.2 0.0 7.1 10.7 6.3 6.3 26.7 0.0 0.0 27.2 25.6 25.9 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.3 0.8 0.8 0.4 0.0 0.0 0.5 0.1 0.3 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 0.2 0.0 4.0 0.3 2.3 2.3 1.5 0.0 0.0 1.8 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 8.4 0.0 8.6 11.0 7.1 7.1 27.1 0.0 0.0 27.7 25.7 26.2 LnGrp LOS A A B A A C C C C Approach Vol, veh/h 520 692 94 192 Approach Delay, s/veh 8.6 7.3 27.1 26.9 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.3 22.7 57.3 22.7 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 45.5 * 24 45.5 23.0 Max Q Clear Time (g_c+I1), s 14.3 6.2 16.2 7.6 Green Ext Time (p_c), s 3.8 0.4 4.8 0.6 Intersection Summary HCM 7th Control Delay, s/veh 11.5 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 4.2 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 65 150 185 95 95 50 Future Vol, veh/h 65 150 185 95 95 50 Conflicting Peds, #/hr 6 0 0 6 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 68 68 88 88 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 76 176 272 140 108 57 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 418 0 - 0 677 348 Stage 1 - - - - 348 - Stage 2 - - - - 329 - Critical Hdwy 4.12 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.218 - - - 3.509 3.309 Pot Cap-1 Maneuver 1141 - - - 420 698 Stage 1 - - - - 717 - Stage 2 - - - - 731 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1135 - - - 384 694 Mov Cap-2 Maneuver - - - - 384 - Stage 1 - - - - 660 - Stage 2 - - - - 727 - Approach EB WB SE HCM Ctrl Dly, s/v 2.54 0 17.39 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 544 - - - 454 HCM Lane V/C Ratio 0.067 - - - 0.363 HCM Ctrl Dly (s/v) 8.4 0 - - 17.4 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.2 - - - 1.6 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 30 580 185 520 30 110 225 55 165 Future Volume (vph) 30 580 185 520 30 110 225 55 165 Lane Group Flow (vph) 31 651 218 665 36 131 268 75 274 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 29.0 29.0 Total Split (s) 49.0 49.0 49.0 49.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.8% 38.8% 38.8% 38.8% 38.8% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.07 0.30 0.47 0.31 0.23 0.49 0.62 0.44 0.55 Control Delay (s/veh) 4.2 4.3 10.5 5.4 31.4 36.0 12.1 37.9 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.2 4.3 10.5 5.4 31.4 36.0 12.1 37.9 31.0 Queue Length 50th (ft) 2 44 40 52 16 61 9 35 59 Queue Length 95th (ft) m12 80 103 91 37 96 55 55 68 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 460 2177 467 2173 312 539 615 348 988 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 0.07 0.30 0.47 0.31 0.12 0.24 0.44 0.22 0.28 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 77 (96%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 580 45 185 520 45 30 110 225 55 165 35 Future Volume (vph) 30 580 45 185 520 45 30 110 225 55 165 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1574 3116 1574 3110 1598 1693 1400 1575 3090 Flt Permitted 0.40 1.00 0.40 1.00 0.58 1.00 1.00 0.67 1.00 Satd. Flow (perm) 661 3116 670 3110 981 1693 1400 1116 3090 Peak-hour factor, PHF 0.96 0.96 0.96 0.85 0.85 0.85 0.84 0.84 0.84 0.73 0.73 0.73 Adj. Flow (vph) 31 604 47 218 612 53 36 131 268 75 226 48 RTOR Reduction (vph)0 5 0 0 5 0 0 0 209 0 28 0 Lane Group Flow (vph) 31 646 0 218 660 0 36 131 59 75 246 0 Confl. Peds. (#/hr) 2 3 3 2 6 7 7 6 Confl. Bikes (#/hr)2 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 1% 1% 1% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 55.8 55.8 55.8 55.8 12.7 12.7 12.7 12.2 12.2 Effective Green, g (s) 55.8 55.8 55.8 55.8 12.7 12.7 12.7 12.2 12.2 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 461 2173 467 2169 155 268 222 170 471 v/s Ratio Prot 0.21 0.21 0.08 c0.08 v/s Ratio Perm 0.05 c0.33 0.04 0.04 0.07 v/c Ratio 0.07 0.30 0.47 0.30 0.23 0.49 0.27 0.44 0.52 Uniform Delay, d1 3.8 4.6 5.4 4.6 29.4 30.7 29.6 30.8 31.2 Progression Factor 0.79 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 3.3 0.4 0.8 1.4 0.6 1.8 1.0 Delay (s) 3.3 4.0 8.8 5.0 30.2 32.1 30.2 32.6 32.3 Level of Service A A A A C C C C C Approach Delay (s/veh) 4.0 5.9 30.8 32.3 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Intersection Capacity Worksheets: Year 2045 Background HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2045 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 55 100 65 15 90 10 50 40 15 15 50 45 Future Vol, veh/h 55 100 65 15 90 10 50 40 15 15 50 45 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 Heavy Vehicles, % 5 5 5 5 5 5 2 2 2 15 15 15 Mvmt Flow 60 109 71 16 98 11 54 43 16 16 54 49 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 9.7 8.9 8.9 9 HCM LOS A A A A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 48% 13% 25% 14% Vol Thru, % 38% 78% 45% 45% Vol Right, % 14% 9% 30% 41% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 105 115 220 110 LT Vol 50 15 55 15 Through Vol 40 90 100 50 RT Vol 15 10 65 45 Lane Flow Rate 114 125 239 120 Geometry Grp 1 1 1 1 Degree of Util (X) 0.157 0.168 0.305 0.164 Departure Headway (Hd) 4.957 4.824 4.591 4.942 Convergence, Y/N Yes Yes Yes Yes Cap 720 740 780 722 Service Time 3.014 2.875 2.636 3 HCM Lane V/C Ratio 0.158 0.169 0.306 0.166 HCM Control Delay, s/veh 8.9 8.9 9.7 9 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.6 1.3 0.6 Timings 2: Linden St & Jefferson St 05/13/2025 2045 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 495 20 510 5 20 70 15 10 Future Volume (vph) 30 495 20 510 5 20 70 15 10 Lane Group Flow (vph) 33 549 21 614 0 49 76 16 11 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.5 23.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 48.0 48.0 48.0 48.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.07 0.46 0.04 0.27 0.19 0.44 0.07 0.05 Control Delay (s/veh) 5.6 7.7 4.7 3.8 18.4 37.4 26.4 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.6 7.7 4.7 3.8 18.4 37.4 26.4 2.2 Queue Length 50th (ft) 4 94 2 33 12 36 7 0 Queue Length 95th (ft) 18 248 m9 57 35 66 21 3 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 497 1187 508 2237 521 370 514 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.46 0.04 0.27 0.09 0.21 0.03 0.02 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2045 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 30 495 10 20 510 85 5 20 20 70 15 10 Future Volume (veh/h) 30 495 10 20 510 85 5 20 20 70 15 10 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 0.99 1.00 0.99 0.96 0.94 0.96 0.94 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 1603 1603 1603 1617 1617 1617 1670 1670 1670 1603 1603 1603 Adj Flow Rate, veh/h 33 538 11 21 526 88 5 22 22 76 16 11 Peak Hour Factor 0.92 0.92 0.92 0.97 0.97 0.97 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 8 7 7 7 3 3 3 8 8 8 Cap, veh/h 519 1091 22 489 1834 306 58 122 106 279 255 204 Arrive On Green 0.70 0.70 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 691 1565 32 741 2632 438 52 764 665 1126 1603 1280 Grp Volume(v), veh/h 33 0 549 21 306 308 49 0 0 76 16 11 Grp Sat Flow(s),veh/h/ln 691 0 1597 741 1536 1534 1481 0 0 1126 1603 1280 Q Serve(g_s), s 1.5 0.0 12.7 1.1 6.0 6.1 0.0 0.0 0.0 1.8 0.7 0.6 Cycle Q Clear(g_c), s 7.6 0.0 12.7 13.8 6.0 6.1 2.3 0.0 0.0 4.1 0.7 0.6 Prop In Lane 1.00 0.02 1.00 0.29 0.10 0.45 1.00 1.00 Lane Grp Cap(c), veh/h 519 0 1113 489 1070 1069 286 0 0 279 255 204 V/C Ratio(X) 0.06 0.00 0.49 0.04 0.29 0.29 0.17 0.00 0.00 0.27 0.06 0.05 Avail Cap(c_a), veh/h 519 0 1113 489 1070 1069 543 0 0 466 521 416 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.0 0.0 5.6 8.8 4.6 4.6 29.2 0.0 0.0 29.9 28.6 28.5 Incr Delay (d2), s/veh 0.2 0.0 1.6 0.2 0.7 0.7 0.3 0.0 0.0 0.5 0.1 0.1 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 0.2 0.0 3.7 0.2 1.7 1.7 0.8 0.0 0.0 1.3 0.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.3 0.0 7.2 8.9 5.3 5.3 29.5 0.0 0.0 30.4 28.7 28.6 LnGrp LOS A A A A A C C C C Approach Vol, veh/h 582 635 49 103 Approach Delay, s/veh 7.1 5.4 29.5 29.9 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.3 18.7 61.3 18.7 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 42.5 * 27 42.5 26.0 Max Q Clear Time (g_c+I1), s 14.7 4.3 15.8 6.1 Green Ext Time (p_c), s 4.3 0.2 4.3 0.3 Intersection Summary HCM 7th Control Delay, s/veh 8.8 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2045 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 50 155 135 75 95 25 Future Vol, veh/h 50 155 135 75 95 25 Conflicting Peds, #/hr 2 0 0 2 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, % 4 4 7 7 7 7 Mvmt Flow 54 168 147 82 103 27 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 230 0 - 0 467 190 Stage 1 - - - - 190 - Stage 2 - - - - 277 - Critical Hdwy 4.14 - - - 6.47 6.27 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy 2.236 - - - 3.563 3.363 Pot Cap-1 Maneuver 1326 - - - 545 840 Stage 1 - - - - 831 - Stage 2 - - - - 758 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1323 - - - 519 838 Mov Cap-2 Maneuver - - - - 519 - Stage 1 - - - - 792 - Stage 2 - - - - 757 - Approach EB WB SE HCM Ctrl Dly, s/v 1.91 0 13.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 439 - - - 563 HCM Lane V/C Ratio 0.041 - - - 0.232 HCM Ctrl Dly (s/v) 7.8 0 - - 13.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.9 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background - AM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 35 540 315 610 15 105 100 25 110 Future Volume (vph) 35 540 315 610 15 105 100 25 110 Lane Group Flow (vph) 38 609 342 717 16 114 109 27 131 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.09 0.29 0.71 0.33 0.09 0.44 0.35 0.16 0.28 Control Delay (s/veh) 6.7 5.7 20.5 5.8 26.8 34.4 8.9 29.1 27.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 6.7 5.7 20.5 5.8 26.8 34.4 8.9 29.1 27.5 Queue Length 50th (ft) 4 37 77 54 7 54 0 12 28 Queue Length 95th (ft) m19 108 #308 127 21 86 36 30 45 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 414 2083 481 2148 327 492 487 321 892 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 0.29 0.71 0.33 0.05 0.23 0.22 0.08 0.15 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 37 (46%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 35 540 20 315 610 50 15 105 100 25 110 10 Future Volume (vph) 35 540 20 315 610 50 15 105 100 25 110 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1490 2965 1547 3054 1584 1676 1394 1555 3079 Flt Permitted 0.38 1.00 0.42 1.00 0.67 1.00 1.00 0.68 1.00 Satd. Flow (perm) 591 2965 686 3054 1115 1676 1394 1119 3079 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 587 22 342 663 54 16 114 109 27 120 11 RTOR Reduction (vph)0 2 0 0 5 0 0 0 92 0 9 0 Lane Group Flow (vph) 38 607 0 342 712 0 16 114 17 27 122 0 Confl. Peds. (#/hr) 1 1 6 5 5 6 Confl. Bikes (#/hr)3 1 Heavy Vehicles (%) 9% 9% 9% 5% 5% 5% 2% 2% 2% 4% 4% 4% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 56.1 56.1 56.1 56.1 12.4 12.4 12.4 11.9 11.9 Effective Green, g (s) 56.1 56.1 56.1 56.1 12.4 12.4 12.4 11.9 11.9 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 414 2079 481 2141 172 259 216 166 458 v/s Ratio Prot 0.20 0.23 c0.07 0.04 v/s Ratio Perm 0.06 c0.50 0.01 0.01 0.02 v/c Ratio 0.09 0.29 0.71 0.33 0.09 0.44 0.08 0.16 0.27 Uniform Delay, d1 3.8 4.5 7.1 4.7 29.0 30.7 28.9 29.7 30.2 Progression Factor 1.11 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 8.6 0.4 0.2 1.2 0.2 0.5 0.3 Delay (s) 4.6 4.9 15.8 5.1 29.2 31.8 29.1 30.2 30.5 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.9 8.5 30.4 30.4 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2045 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 50 115 60 10 170 20 70 80 25 25 80 65 Future Vol, veh/h 50 115 60 10 170 20 70 80 25 25 80 65 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 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 3 3 3 Mvmt Flow 54 125 65 11 185 22 76 87 27 27 87 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 11.1 10.8 10.7 10.3 HCM LOS B B B B Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 40% 5% 22% 15% Vol Thru, % 46% 85% 51% 47% Vol Right, % 14% 10% 27% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 175 200 225 170 LT Vol 70 10 50 25 Through Vol 80 170 115 80 RT Vol 25 20 60 65 Lane Flow Rate 190 217 245 185 Geometry Grp 1 1 1 1 Degree of Util (X) 0.288 0.319 0.353 0.272 Departure Headway (Hd) 5.445 5.278 5.191 5.302 Convergence, Y/N Yes Yes Yes Yes Cap 658 680 692 676 Service Time 3.486 3.317 3.228 3.344 HCM Lane V/C Ratio 0.289 0.319 0.354 0.274 HCM Control Delay, s/veh 10.7 10.8 11.1 10.3 HCM Lane LOS B B B B HCM 95th-tile Q 1.2 1.4 1.6 1.1 Timings 2: Linden St & Jefferson St 05/13/2025 2045 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 25 570 35 570 20 35 100 35 40 Future Volume (vph) 25 570 35 570 20 35 100 35 40 Lane Group Flow (vph) 25 596 38 723 0 109 109 38 43 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.06 0.49 0.08 0.32 0.37 0.58 0.14 0.17 Control Delay (s/veh) 6.0 8.5 7.1 5.8 18.7 41.8 27.0 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 6.0 8.5 7.1 5.8 18.7 41.8 27.0 9.7 Queue Length 50th (ft) 3 117 5 50 25 51 17 0 Queue Length 95th (ft) 15 273 24 122 60 90 37 24 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 450 1207 472 2258 475 331 491 421 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.49 0.08 0.32 0.23 0.33 0.08 0.10 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 67 (84%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2045 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 25 570 20 35 570 95 20 35 50 100 35 40 Future Volume (veh/h) 25 570 20 35 570 95 20 35 50 100 35 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 0.99 1.00 0.99 0.94 0.92 0.95 0.93 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 1657 1657 1657 1657 1657 1657 1710 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 25 576 20 38 620 103 21 36 52 109 38 43 Peak Hour Factor 0.99 0.99 0.99 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 4 4 4 0 0 0 0 0 0 Cap, veh/h 438 1027 36 413 1740 289 87 126 145 336 360 285 Arrive On Green 0.65 0.65 0.65 0.65 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 645 1591 55 728 2696 447 157 596 687 1138 1710 1354 Grp Volume(v), veh/h 25 0 596 38 361 362 109 0 0 109 38 43 Grp Sat Flow(s),veh/h/ln 645 0 1646 728 1574 1569 1440 0 0 1138 1710 1354 Q Serve(g_s), s 1.5 0.0 16.1 2.4 8.5 8.5 0.0 0.0 0.0 1.3 1.4 2.1 Cycle Q Clear(g_c), s 10.0 0.0 16.1 18.5 8.5 8.5 4.9 0.0 0.0 6.2 1.4 2.1 Prop In Lane 1.00 0.03 1.00 0.28 0.19 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 438 0 1062 413 1016 1013 357 0 0 336 360 285 V/C Ratio(X) 0.06 0.00 0.56 0.09 0.36 0.36 0.31 0.00 0.00 0.32 0.11 0.15 Avail Cap(c_a), veh/h 438 0 1062 413 1016 1013 481 0 0 423 492 389 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.8 0.0 7.9 13.0 6.5 6.5 26.9 0.0 0.0 27.3 25.5 25.7 Incr Delay (d2), s/veh 0.2 0.0 2.1 0.4 1.0 1.0 0.5 0.0 0.0 0.6 0.1 0.2 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 0.2 0.0 5.3 0.4 2.6 2.6 1.8 0.0 0.0 1.8 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 9.1 0.0 10.0 13.5 7.5 7.5 27.3 0.0 0.0 27.9 25.6 26.0 LnGrp LOS A B B A A C C C C Approach Vol, veh/h 621 761 109 190 Approach Delay, s/veh 10.0 7.8 27.3 27.0 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.1 22.9 57.1 22.9 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 45.5 * 24 45.5 23.0 Max Q Clear Time (g_c+I1), s 18.1 6.9 20.5 8.2 Green Ext Time (p_c), s 4.7 0.5 5.2 0.6 Intersection Summary HCM 7th Control Delay, s/veh 12.0 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2045 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 4.9 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 75 180 220 115 115 55 Future Vol, veh/h 75 180 220 115 115 55 Conflicting Peds, #/hr 6 0 0 6 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 1 1 1 1 Mvmt Flow 82 196 239 125 125 60 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 370 0 - 0 666 308 Stage 1 - - - - 308 - Stage 2 - - - - 359 - Critical Hdwy 4.12 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.218 - - - 3.509 3.309 Pot Cap-1 Maneuver 1188 - - - 426 735 Stage 1 - - - - 748 - Stage 2 - - - - 709 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1182 - - - 388 730 Mov Cap-2 Maneuver - - - - 388 - Stage 1 - - - - 686 - Stage 2 - - - - 705 - Approach EB WB SE HCM Ctrl Dly, s/v 2.43 0 18.09 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 529 - - - 458 HCM Lane V/C Ratio 0.069 - - - 0.404 HCM Ctrl Dly (s/v) 8.3 0 - - 18.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.2 - - - 1.9 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background - PM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 35 685 220 620 35 130 270 65 195 Future Volume (vph) 35 685 220 620 35 130 270 65 195 Lane Group Flow (vph) 36 766 239 728 38 141 293 71 261 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 29.0 29.0 Total Split (s) 49.0 49.0 49.0 49.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.8% 38.8% 38.8% 38.8% 38.8% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.09 0.36 0.61 0.35 0.21 0.46 0.72 0.37 0.46 Control Delay (s/veh) 5.5 5.3 18.8 6.8 27.8 32.5 21.2 32.3 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.5 5.3 18.8 6.8 27.8 32.5 21.2 32.3 26.7 Queue Length 50th (ft) 3 61 53 62 17 65 48 32 54 Queue Length 95th (ft) m14 95 #218 137 37 100 113 60 75 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 412 2111 393 2108 316 539 574 344 988 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 0.36 0.61 0.35 0.12 0.26 0.51 0.21 0.26 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 77 (96%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 35 685 50 220 620 50 35 130 270 65 195 45 Future Volume (vph) 35 685 50 220 620 50 35 130 270 65 195 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1574 3119 1575 3113 1598 1693 1400 1576 3083 Flt Permitted 0.37 1.00 0.35 1.00 0.59 1.00 1.00 0.66 1.00 Satd. Flow (perm) 610 3119 582 3113 993 1693 1400 1101 3083 Peak-hour factor, PHF 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 714 52 239 674 54 38 141 293 71 212 49 RTOR Reduction (vph)0 5 0 0 5 0 0 0 154 0 30 0 Lane Group Flow (vph) 36 761 0 239 723 0 38 141 139 71 231 0 Confl. Peds. (#/hr) 2 3 3 2 6 7 7 6 Confl. Bikes (#/hr)2 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 1% 1% 1% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 54.0 54.0 54.0 54.0 14.5 14.5 14.5 14.0 14.0 Effective Green, g (s) 54.0 54.0 54.0 54.0 14.5 14.5 14.5 14.0 14.0 Actuated g/C Ratio 0.68 0.68 0.68 0.68 0.18 0.18 0.18 0.18 0.18 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 411 2105 392 2101 179 306 253 192 539 v/s Ratio Prot 0.24 0.23 0.08 0.08 v/s Ratio Perm 0.06 c0.41 0.04 c0.10 0.06 v/c Ratio 0.09 0.36 0.61 0.34 0.21 0.46 0.55 0.37 0.43 Uniform Delay, d1 4.5 5.6 7.2 5.5 27.9 29.3 29.8 29.1 29.4 Progression Factor 0.76 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 6.9 0.4 0.6 1.1 2.4 1.2 0.6 Delay (s) 3.8 4.6 14.1 6.0 28.5 30.4 32.2 30.3 30.0 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.6 8.0 31.4 30.1 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 14.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Intersection Capacity Worksheets: Year 2028 Background+ Project HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 50 88 55 17 84 10 45 35 11 15 40 40 Future Vol, veh/h 50 88 55 17 84 10 45 35 11 15 40 40 Peak Hour Factor 0.68 0.68 0.68 0.85 0.85 0.85 0.75 0.75 0.75 0.88 0.88 0.88 Heavy Vehicles, % 5 5 5 5 5 5 2 2 2 15 15 15 Mvmt Flow 74 129 81 20 99 12 60 47 15 17 45 45 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 10.3 9 9.2 9.1 HCM LOS B A A A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 49% 15% 26% 16% Vol Thru, % 38% 76% 46% 42% Vol Right, % 12% 9% 28% 42% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 91 111 193 95 LT Vol 45 17 50 15 Through Vol 35 84 88 40 RT Vol 11 10 55 40 Lane Flow Rate 121 131 284 108 Geometry Grp 1 1 1 1 Degree of Util (X) 0.171 0.177 0.363 0.152 Departure Headway (Hd) 5.079 4.878 4.606 5.072 Convergence, Y/N Yes Yes Yes Yes Cap 701 731 778 702 Service Time 3.147 2.94 2.657 3.142 HCM Lane V/C Ratio 0.173 0.179 0.365 0.154 HCM Control Delay, s/veh 9.2 9 10.3 9.1 HCM Lane LOS A A B A HCM 95th-tile Q 0.6 0.6 1.7 0.5 Timings 2: Linden St & Jefferson St 05/13/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 25 420 15 430 5 16 60 17 10 Future Volume (vph) 25 420 15 430 5 16 60 17 10 Lane Group Flow (vph) 28 478 15 520 0 50 86 24 14 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.5 23.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 48.0 48.0 48.0 48.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.05 0.41 0.03 0.23 0.19 0.49 0.10 0.06 Control Delay (s/veh) 5.6 7.2 4.8 3.8 18.7 38.5 26.8 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.6 7.2 4.8 3.8 18.7 38.5 26.8 3.5 Queue Length 50th (ft) 3 80 2 26 13 40 11 0 Queue Length 95th (ft) 16 198 m7 50 27 55 21 2 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 541 1179 554 2218 517 369 514 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.41 0.03 0.23 0.10 0.23 0.05 0.03 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 25 420 5 15 430 75 5 16 15 60 17 10 Future Volume (veh/h) 25 420 5 15 430 75 5 16 15 60 17 10 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 0.99 1.00 0.99 0.96 0.94 0.96 0.94 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 1603 1603 1603 1617 1617 1617 1670 1670 1670 1603 1603 1603 Adj Flow Rate, veh/h 28 472 6 15 443 77 7 22 21 86 24 14 Peak Hour Factor 0.89 0.89 0.89 0.97 0.97 0.97 0.73 0.73 0.73 0.70 0.70 0.70 Percent Heavy Veh, % 8 8 8 7 7 7 3 3 3 8 8 8 Cap, veh/h 568 1100 14 538 1821 314 64 124 99 280 257 205 Arrive On Green 0.70 0.70 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 754 1579 20 791 2616 452 81 776 621 1127 1603 1280 Grp Volume(v), veh/h 28 0 478 15 259 261 50 0 0 86 24 14 Grp Sat Flow(s),veh/h/ln 754 0 1600 791 1536 1532 1479 0 0 1127 1603 1280 Q Serve(g_s), s 1.1 0.0 10.4 0.7 4.9 5.0 0.0 0.0 0.0 2.5 1.0 0.7 Cycle Q Clear(g_c), s 6.1 0.0 10.4 11.0 4.9 5.0 2.3 0.0 0.0 4.8 1.0 0.7 Prop In Lane 1.00 0.01 1.00 0.29 0.14 0.42 1.00 1.00 Lane Grp Cap(c), veh/h 568 0 1114 538 1069 1067 288 0 0 280 257 205 V/C Ratio(X) 0.05 0.00 0.43 0.03 0.24 0.24 0.17 0.00 0.00 0.31 0.09 0.07 Avail Cap(c_a), veh/h 568 0 1114 538 1069 1067 543 0 0 466 521 416 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.6 0.0 5.3 7.7 4.4 4.4 29.2 0.0 0.0 30.1 28.7 28.5 Incr Delay (d2), s/veh 0.2 0.0 1.2 0.1 0.5 0.5 0.3 0.0 0.0 0.6 0.2 0.1 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 0.2 0.0 3.0 0.1 1.4 1.4 0.8 0.0 0.0 1.5 0.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 5.7 0.0 6.5 7.7 5.0 5.0 29.5 0.0 0.0 30.7 28.8 28.7 LnGrp LOS A A A A A C C C C Approach Vol, veh/h 506 535 50 124 Approach Delay, s/veh 6.4 5.1 29.5 30.1 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.2 18.8 61.2 18.8 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 42.5 * 27 42.5 26.0 Max Q Clear Time (g_c+I1), s 12.4 4.3 13.0 6.8 Green Ext Time (p_c), s 3.6 0.2 3.5 0.4 Intersection Summary HCM 7th Control Delay, s/veh 9.2 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 4.9 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 54 130 115 67 87 47 Future Vol, veh/h 54 130 115 67 87 47 Conflicting Peds, #/hr 2 0 0 2 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 83 83 80 80 71 71 Heavy Vehicles, % 4 4 7 7 7 7 Mvmt Flow 65 157 144 84 123 66 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 230 0 - 0 474 188 Stage 1 - - - - 188 - Stage 2 - - - - 287 - Critical Hdwy 4.14 - - - 6.47 6.27 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy 2.236 - - - 3.563 3.363 Pot Cap-1 Maneuver 1327 - - - 540 842 Stage 1 - - - - 832 - Stage 2 - - - - 751 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1324 - - - 509 840 Mov Cap-2 Maneuver - - - - 509 - Stage 1 - - - - 786 - Stage 2 - - - - 749 - Approach EB WB SE HCM Ctrl Dly, s/v 2.31 0 13.94 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 528 - - - 590 HCM Lane V/C Ratio 0.049 - - - 0.32 HCM Ctrl Dly (s/v) 7.9 0 - - 13.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.2 - - - 1.4 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background with Project - AM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 30 455 270 515 10 95 85 31 111 Future Volume (vph) 30 455 270 515 10 95 85 31 111 Lane Group Flow (vph) 34 528 321 671 13 127 113 38 147 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.08 0.26 0.62 0.32 0.07 0.48 0.36 0.22 0.31 Control Delay (s/veh) 5.7 4.8 15.7 5.8 26.0 35.1 8.6 30.4 27.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.7 4.8 15.7 5.8 26.0 35.1 8.6 30.4 27.6 Queue Length 50th (ft) 4 31 67 51 6 60 0 17 32 Queue Length 95th (ft) m15 65 #207 106 15 77 23 34 45 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 433 2069 517 2130 322 492 490 317 894 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 0.08 0.26 0.62 0.32 0.04 0.26 0.23 0.12 0.16 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 37 (46%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 455 15 270 515 49 10 95 85 31 111 10 Future Volume (vph) 30 455 15 270 515 49 10 95 85 31 111 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1489 2966 1547 3048 1584 1676 1394 1555 3081 Flt Permitted 0.40 1.00 0.46 1.00 0.66 1.00 1.00 0.68 1.00 Satd. Flow (perm) 622 2966 743 3048 1098 1676 1394 1106 3081 Peak-hour factor, PHF 0.89 0.89 0.89 0.84 0.84 0.84 0.75 0.75 0.75 0.82 0.82 0.82 Adj. Flow (vph) 34 511 17 321 613 58 13 127 113 38 135 12 RTOR Reduction (vph)0 2 0 0 6 0 0 0 95 0 10 0 Lane Group Flow (vph) 34 526 0 321 665 0 13 127 18 38 137 0 Confl. Peds. (#/hr) 1 1 6 5 5 6 Confl. Bikes (#/hr)3 1 Heavy Vehicles (%) 9% 9% 9% 5% 5% 5% 2% 2% 2% 4% 4% 4% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 55.8 55.8 55.8 55.8 12.7 12.7 12.7 12.2 12.2 Effective Green, g (s) 55.8 55.8 55.8 55.8 12.7 12.7 12.7 12.2 12.2 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 433 2068 518 2125 174 266 221 168 469 v/s Ratio Prot 0.18 0.22 c0.08 0.04 v/s Ratio Perm 0.05 c0.43 0.01 0.01 0.03 v/c Ratio 0.08 0.25 0.62 0.31 0.07 0.48 0.08 0.23 0.29 Uniform Delay, d1 3.9 4.4 6.4 4.7 28.6 30.6 28.7 29.8 30.1 Progression Factor 0.93 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 5.5 0.4 0.2 1.4 0.2 0.7 0.3 Delay (s) 3.9 4.1 11.9 5.1 28.8 32.0 28.8 30.4 30.4 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.1 7.3 30.4 30.4 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC 5: Access & Willow St 05/14/2025 2028 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Int Delay, s/veh 7.8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 0 4 11 0 11 34 Future Vol, veh/h 0 4 11 0 11 34 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 0 4 12 0 12 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 4 0 26 2 Stage 1 - - - - 2 - Stage 2 - - - - 24 - 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 - - 1617 - 989 1082 Stage 1 - - - - 1021 - Stage 2 - - - - 999 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1617 - 982 1082 Mov Cap-2 Maneuver - - - - 982 - Stage 1 - - - - 1021 - Stage 2 - - - - 991 - Approach SE NW NE HCM Ctrl Dly, s/v 0 7.24 8.58 HCM LOS A Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 1056 1617 - - - HCM Lane V/C Ratio 0.046 0.007 - - - HCM Ctrl Dly (s/v) 8.6 7.2 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 0 - - - HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 45 105 50 12 147 15 60 65 28 20 65 55 Future Vol, veh/h 45 105 50 12 147 15 60 65 28 20 65 55 Peak Hour Factor 0.82 0.82 0.82 0.87 0.87 0.87 0.69 0.69 0.69 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 3 3 3 Mvmt Flow 55 128 61 14 169 17 87 94 41 24 78 66 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 11.1 10.6 11 10.1 HCM LOS B B B B Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 39% 7% 23% 14% Vol Thru, % 42% 84% 53% 46% Vol Right, % 18% 9% 25% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 153 174 200 140 LT Vol 60 12 45 20 Through Vol 65 147 105 65 RT Vol 28 15 50 55 Lane Flow Rate 222 200 244 169 Geometry Grp 1 1 1 1 Degree of Util (X) 0.33 0.296 0.353 0.248 Departure Headway (Hd) 5.351 5.328 5.213 5.303 Convergence, Y/N Yes Yes Yes Yes Cap 672 674 690 676 Service Time 3.387 3.366 3.249 3.343 HCM Lane V/C Ratio 0.33 0.297 0.354 0.25 HCM Control Delay, s/veh 11 10.6 11.1 10.1 HCM Lane LOS B B B B HCM 95th-tile Q 1.4 1.2 1.6 1 Timings 2: Linden St & Jefferson St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 20 480 30 485 15 33 85 32 35 Future Volume (vph) 20 480 30 485 15 33 85 32 35 Lane Group Flow (vph) 20 500 35 657 0 97 109 41 45 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.04 0.41 0.06 0.29 0.33 0.55 0.15 0.17 Control Delay (s/veh) 5.8 7.4 5.2 4.4 18.2 40.2 27.4 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.8 7.4 5.2 4.4 18.2 40.2 27.4 9.8 Queue Length 50th (ft) 3 89 4 43 22 51 18 0 Queue Length 95th (ft) 13 209 16 82 55 75 34 18 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 486 1210 542 2263 476 350 491 423 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.41 0.06 0.29 0.20 0.31 0.08 0.11 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 67 (84%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 20 480 15 30 485 80 15 33 45 85 32 35 Future Volume (veh/h) 20 480 15 30 485 80 15 33 45 85 32 35 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 0.99 1.00 0.99 0.94 0.92 0.95 0.93 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 1657 1657 1657 1657 1657 1657 1710 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 20 485 15 35 564 93 16 34 47 109 41 45 Peak Hour Factor 0.99 0.99 0.99 0.86 0.86 0.86 0.96 0.96 0.96 0.78 0.78 0.78 Percent Heavy Veh, % 4 4 4 4 4 4 0 0 0 0 0 0 Cap, veh/h 470 1034 32 482 1748 287 78 131 147 341 357 283 Arrive On Green 0.65 0.65 0.65 0.65 0.65 0.65 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 685 1598 49 794 2700 444 122 626 703 1143 1710 1353 Grp Volume(v), veh/h 20 0 500 35 328 329 97 0 0 109 41 45 Grp Sat Flow(s),veh/h/ln 685 0 1647 794 1574 1570 1451 0 0 1143 1710 1353 Q Serve(g_s), s 1.1 0.0 12.3 1.9 7.4 7.5 0.0 0.0 0.0 1.4 1.6 2.2 Cycle Q Clear(g_c), s 8.6 0.0 12.3 14.2 7.4 7.5 4.4 0.0 0.0 5.7 1.6 2.2 Prop In Lane 1.00 0.03 1.00 0.28 0.16 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 470 0 1066 482 1019 1016 356 0 0 341 357 283 V/C Ratio(X) 0.04 0.00 0.47 0.07 0.32 0.32 0.27 0.00 0.00 0.32 0.11 0.16 Avail Cap(c_a), veh/h 470 0 1066 482 1019 1016 483 0 0 431 492 389 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.2 0.0 7.1 10.7 6.3 6.3 26.8 0.0 0.0 27.2 25.7 25.9 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.3 0.8 0.8 0.4 0.0 0.0 0.5 0.1 0.3 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 0.2 0.0 4.0 0.3 2.3 2.3 1.6 0.0 0.0 1.8 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 8.4 0.0 8.6 11.0 7.1 7.1 27.2 0.0 0.0 27.8 25.8 26.2 LnGrp LOS A A B A A C C C C Approach Vol, veh/h 520 692 97 195 Approach Delay, s/veh 8.6 7.3 27.2 27.0 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.3 22.7 57.3 22.7 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 45.5 * 24 45.5 23.0 Max Q Clear Time (g_c+I1), s 14.3 6.4 16.2 7.7 Green Ext Time (p_c), s 3.8 0.4 4.8 0.6 Intersection Summary HCM 7th Control Delay, s/veh 11.6 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 5.5 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 95 150 185 103 100 71 Future Vol, veh/h 95 150 185 103 100 71 Conflicting Peds, #/hr 6 0 0 6 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 68 68 88 88 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 112 176 272 151 114 81 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 430 0 - 0 754 354 Stage 1 - - - - 354 - Stage 2 - - - - 400 - Critical Hdwy 4.12 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.218 - - - 3.509 3.309 Pot Cap-1 Maneuver 1130 - - - 378 692 Stage 1 - - - - 713 - Stage 2 - - - - 679 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1123 - - - 333 688 Mov Cap-2 Maneuver - - - - 333 - Stage 1 - - - - 631 - Stage 2 - - - - 675 - Approach EB WB SE HCM Ctrl Dly, s/v 3.32 0 20.49 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 698 - - - 424 HCM Lane V/C Ratio 0.099 - - - 0.459 HCM Ctrl Dly (s/v) 8.6 0 - - 20.5 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.3 - - - 2.3 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 30 580 185 520 30 127 225 64 177 Future Volume (vph) 30 580 185 520 30 127 225 64 177 Lane Group Flow (vph) 31 651 218 680 36 151 268 88 290 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 29.0 29.0 Total Split (s) 49.0 49.0 49.0 49.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.8% 38.8% 38.8% 38.8% 38.8% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.07 0.30 0.47 0.32 0.23 0.53 0.61 0.52 0.55 Control Delay (s/veh) 4.5 4.6 11.1 5.7 30.6 36.6 11.4 41.1 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 4.5 4.6 11.1 5.7 30.6 36.6 11.4 41.1 31.0 Queue Length 50th (ft) 2 47 41 55 16 71 9 41 64 Queue Length 95th (ft) m13 81 107 97 36 107 54 62 72 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 448 2151 461 2142 302 539 615 326 987 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 0.07 0.30 0.47 0.32 0.12 0.28 0.44 0.27 0.29 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 77 (96%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 580 45 185 520 58 30 127 225 64 177 35 Future Volume (vph) 30 580 45 185 520 58 30 127 225 64 177 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1574 3116 1574 3099 1598 1693 1400 1576 3095 Flt Permitted 0.39 1.00 0.40 1.00 0.56 1.00 1.00 0.63 1.00 Satd. Flow (perm) 649 3116 670 3099 950 1693 1400 1046 3095 Peak-hour factor, PHF 0.96 0.96 0.96 0.85 0.85 0.85 0.84 0.84 0.84 0.73 0.73 0.73 Adj. Flow (vph) 31 604 47 218 612 68 36 151 268 88 242 48 RTOR Reduction (vph)0 5 0 0 7 0 0 0 206 0 25 0 Lane Group Flow (vph) 31 646 0 218 673 0 36 151 62 88 265 0 Confl. Peds. (#/hr) 2 3 3 2 6 7 7 6 Confl. Bikes (#/hr)2 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 1% 1% 1% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 55.1 55.1 55.1 55.1 13.4 13.4 13.4 12.9 12.9 Effective Green, g (s) 55.1 55.1 55.1 55.1 13.4 13.4 13.4 12.9 12.9 Actuated g/C Ratio 0.69 0.69 0.69 0.69 0.17 0.17 0.17 0.16 0.16 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 446 2146 461 2134 159 283 234 168 499 v/s Ratio Prot 0.21 0.22 c0.09 0.09 v/s Ratio Perm 0.05 c0.33 0.04 0.04 0.08 v/c Ratio 0.07 0.30 0.47 0.32 0.23 0.53 0.26 0.52 0.53 Uniform Delay, d1 4.1 4.9 5.7 5.0 28.8 30.4 29.0 30.7 30.8 Progression Factor 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 3.5 0.4 0.7 1.9 0.6 2.9 1.1 Delay (s) 3.5 4.2 9.2 5.3 29.5 32.4 29.6 33.7 31.9 Level of Service A A A A C C C C C Approach Delay (s/veh) 4.2 6.3 30.5 32.3 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC 5: Access & Willow St 05/14/2025 2028 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Int Delay, s/veh 6.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 0 13 38 0 7 26 Future Vol, veh/h 0 13 38 0 7 26 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 0 14 41 0 8 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 14 0 90 7 Stage 1 - - - - 7 - Stage 2 - - - - 83 - 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 - - 1604 - 911 1075 Stage 1 - - - - 1016 - Stage 2 - - - - 941 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1604 - 887 1075 Mov Cap-2 Maneuver - - - - 887 - Stage 1 - - - - 1016 - Stage 2 - - - - 916 - Approach SE NW NE HCM Ctrl Dly, s/v 0 7.3 8.62 HCM LOS A Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 1029 1604 - - - HCM Lane V/C Ratio 0.035 0.026 - - - HCM Ctrl Dly (s/v) 8.6 7.3 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 0.1 - - - 360 Linden Street Mixed-Use Project – City of Fort Collins Traffic Impact Study (FT #25042) Fox Tuttle Transportation Group, LLC March 17, 2025 Intersection Capacity Worksheets: Year 2045 Background+ Project HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 55 103 65 17 99 10 50 40 16 15 50 45 Future Vol, veh/h 55 103 65 17 99 10 50 40 16 15 50 45 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 Heavy Vehicles, % 5 5 5 5 5 5 2 2 2 15 15 15 Mvmt Flow 60 112 71 18 108 11 54 43 17 16 54 49 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 9.8 9 9 9 HCM LOS A A A A Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 47% 13% 25% 14% Vol Thru, % 38% 79% 46% 45% Vol Right, % 15% 8% 29% 41% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 126 223 110 LT Vol 50 17 55 15 Through Vol 40 99 103 50 RT Vol 16 10 65 45 Lane Flow Rate 115 137 242 120 Geometry Grp 1 1 1 1 Degree of Util (X) 0.16 0.184 0.311 0.165 Departure Headway (Hd) 4.989 4.839 4.615 4.982 Convergence, Y/N Yes Yes Yes Yes Cap 714 737 776 715 Service Time 3.051 2.895 2.662 3.044 HCM Lane V/C Ratio 0.161 0.186 0.312 0.168 HCM Control Delay, s/veh 9 9 9.8 9 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.7 1.3 0.6 Timings 2: Linden St & Jefferson St 05/13/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 30 495 20 510 5 21 70 17 10 Future Volume (vph) 30 495 20 510 5 21 70 17 10 Lane Group Flow (vph) 33 549 21 614 0 50 76 18 11 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.5 23.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 48.0 48.0 48.0 48.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 60.0% 60.0% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.07 0.46 0.04 0.27 0.19 0.45 0.08 0.05 Control Delay (s/veh) 5.6 7.7 4.7 3.8 18.6 37.4 26.6 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.6 7.7 4.7 3.8 18.6 37.4 26.6 2.2 Queue Length 50th (ft) 4 94 2 33 12 36 8 0 Queue Length 95th (ft) 18 248 m9 57 36 66 23 3 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 497 1187 508 2237 522 369 514 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.46 0.04 0.27 0.10 0.21 0.04 0.02 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 41 (51%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 30 495 10 20 510 85 5 21 20 70 17 10 Future Volume (veh/h) 30 495 10 20 510 85 5 21 20 70 17 10 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 0.99 1.00 0.99 0.96 0.94 0.96 0.94 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 1603 1603 1603 1617 1617 1617 1670 1670 1670 1603 1603 1603 Adj Flow Rate, veh/h 33 538 11 21 526 88 5 23 22 76 18 11 Peak Hour Factor 0.92 0.92 0.92 0.97 0.97 0.97 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 8 7 7 7 3 3 3 8 8 8 Cap, veh/h 519 1091 22 489 1834 306 58 124 104 279 256 204 Arrive On Green 0.70 0.70 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 691 1565 32 741 2632 438 51 780 653 1125 1603 1280 Grp Volume(v), veh/h 33 0 549 21 306 308 50 0 0 76 18 11 Grp Sat Flow(s),veh/h/ln 691 0 1597 741 1536 1534 1484 0 0 1125 1603 1280 Q Serve(g_s), s 1.5 0.0 12.7 1.1 6.0 6.1 0.0 0.0 0.0 1.8 0.8 0.6 Cycle Q Clear(g_c), s 7.6 0.0 12.7 13.8 6.0 6.1 2.3 0.0 0.0 4.1 0.8 0.6 Prop In Lane 1.00 0.02 1.00 0.29 0.10 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 519 0 1113 489 1070 1069 286 0 0 279 256 204 V/C Ratio(X) 0.06 0.00 0.49 0.04 0.29 0.29 0.17 0.00 0.00 0.27 0.07 0.05 Avail Cap(c_a), veh/h 519 0 1113 489 1070 1069 544 0 0 466 521 416 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.0 0.0 5.6 8.8 4.6 4.6 29.2 0.0 0.0 29.9 28.6 28.5 Incr Delay (d2), s/veh 0.2 0.0 1.6 0.2 0.7 0.7 0.3 0.0 0.0 0.5 0.1 0.1 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 0.2 0.0 3.7 0.2 1.7 1.7 0.9 0.0 0.0 1.3 0.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 6.3 0.0 7.2 9.0 5.3 5.3 29.5 0.0 0.0 30.4 28.7 28.6 LnGrp LOS A A A A A C C C C Approach Vol, veh/h 582 635 50 105 Approach Delay, s/veh 7.1 5.4 29.5 29.9 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.2 18.8 61.2 18.8 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 42.5 * 27 42.5 26.0 Max Q Clear Time (g_c+I1), s 14.7 4.3 15.8 6.1 Green Ext Time (p_c), s 4.3 0.2 4.3 0.3 Intersection Summary HCM 7th Control Delay, s/veh 8.9 HCM 7th LOS A Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 4.4 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 59 155 135 77 102 52 Future Vol, veh/h 59 155 135 77 102 52 Conflicting Peds, #/hr 2 0 0 2 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, % 4 4 7 7 7 7 Mvmt Flow 64 168 147 84 111 57 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 232 0 - 0 487 191 Stage 1 - - - - 191 - Stage 2 - - - - 297 - Critical Hdwy 4.14 - - - 6.47 6.27 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy 2.236 - - - 3.563 3.363 Pot Cap-1 Maneuver 1323 - - - 530 839 Stage 1 - - - - 830 - Stage 2 - - - - 743 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1321 - - - 500 837 Mov Cap-2 Maneuver - - - - 500 - Stage 1 - - - - 784 - Stage 2 - - - - 741 - Approach EB WB SE HCM Ctrl Dly, s/v 2.17 0 13.73 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 496 - - - 579 HCM Lane V/C Ratio 0.049 - - - 0.289 HCM Ctrl Dly (s/v) 7.9 0 - - 13.7 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.2 - - - 1.2 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background with Project - AM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 35 540 315 610 15 110 100 36 126 Future Volume (vph) 35 540 315 610 15 110 100 36 126 Lane Group Flow (vph) 38 609 342 722 16 120 109 39 148 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.09 0.29 0.71 0.34 0.09 0.46 0.35 0.23 0.31 Control Delay (s/veh) 6.7 5.7 20.7 5.9 26.7 34.8 8.8 30.8 28.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 6.7 5.7 20.7 5.9 26.7 34.8 8.8 30.8 28.4 Queue Length 50th (ft) 4 37 78 55 7 57 0 18 33 Queue Length 95th (ft) m19 108 #308 128 21 90 36 39 51 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 410 2077 480 2141 322 492 487 319 894 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 0.29 0.71 0.34 0.05 0.24 0.22 0.12 0.17 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 37 (46%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 35 540 20 315 610 54 15 110 100 36 126 10 Future Volume (vph) 35 540 20 315 610 54 15 110 100 36 126 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1490 2965 1547 3051 1584 1676 1394 1555 3085 Flt Permitted 0.37 1.00 0.42 1.00 0.66 1.00 1.00 0.68 1.00 Satd. Flow (perm) 587 2965 686 3051 1097 1676 1394 1113 3085 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 587 22 342 663 59 16 120 109 39 137 11 RTOR Reduction (vph)0 2 0 0 6 0 0 0 92 0 9 0 Lane Group Flow (vph) 38 607 0 342 716 0 16 120 17 39 140 0 Confl. Peds. (#/hr) 1 1 6 5 5 6 Confl. Bikes (#/hr)3 1 Heavy Vehicles (%) 9% 9% 9% 5% 5% 5% 2% 2% 2% 4% 4% 4% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 56.0 56.0 56.0 56.0 12.5 12.5 12.5 12.0 12.0 Effective Green, g (s) 56.0 56.0 56.0 56.0 12.5 12.5 12.5 12.0 12.0 Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.16 0.16 0.16 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 410 2075 480 2135 171 261 217 166 462 v/s Ratio Prot 0.20 0.23 c0.07 0.05 v/s Ratio Perm 0.06 c0.50 0.01 0.01 0.04 v/c Ratio 0.09 0.29 0.71 0.34 0.09 0.46 0.08 0.23 0.30 Uniform Delay, d1 3.8 4.5 7.2 4.7 28.9 30.7 28.8 30.0 30.3 Progression Factor 1.10 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 8.7 0.4 0.2 1.3 0.2 0.7 0.4 Delay (s) 4.7 4.9 15.9 5.1 29.1 32.0 29.0 30.7 30.6 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.9 8.6 30.5 30.7 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 11.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC 5: Access & Willow St 05/14/2025 2045 Background with Project - AM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Int Delay, s/veh 7.8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 0 4 11 0 11 34 Future Vol, veh/h 0 4 11 0 11 34 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 0 4 12 0 12 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 4 0 26 2 Stage 1 - - - - 2 - Stage 2 - - - - 24 - 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 - - 1617 - 989 1082 Stage 1 - - - - 1021 - Stage 2 - - - - 999 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1617 - 982 1082 Mov Cap-2 Maneuver - - - - 982 - Stage 1 - - - - 1021 - Stage 2 - - - - 991 - Approach SE NW NE HCM Ctrl Dly, s/v 0 7.24 8.58 HCM LOS A Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 1056 1617 - - - HCM Lane V/C Ratio 0.046 0.007 - - - HCM Ctrl Dly (s/v) 8.6 7.2 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 0 - - - HCM 7th AWSC 1: Linden St & Willow St 05/13/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h 50 125 60 12 177 20 70 80 28 25 80 65 Future Vol, veh/h 50 125 60 12 177 20 70 80 28 25 80 65 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 Heavy Vehicles, % 2 2 2 1 1 1 1 1 1 3 3 3 Mvmt Flow 54 136 65 13 192 22 76 87 30 27 87 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach SE NW NE SW Opposing Approach NW SE SW NE Opposing Lanes 1 1 1 1 Conflicting Approach Left SW NE SE NW Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NE SW NW SE Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 11.4 11.1 10.9 10.5 HCM LOS B B B B Lane NELn1 NWLn1 SELn1 SWLn1 Vol Left, % 39% 6% 21% 15% Vol Thru, % 45% 85% 53% 47% Vol Right, % 16% 10% 26% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 178 209 235 170 LT Vol 70 12 50 25 Through Vol 80 177 125 80 RT Vol 28 20 60 65 Lane Flow Rate 193 227 255 185 Geometry Grp 1 1 1 1 Degree of Util (X) 0.296 0.336 0.372 0.276 Departure Headway (Hd) 5.505 5.325 5.237 5.377 Convergence, Y/N Yes Yes Yes Yes Cap 652 675 687 667 Service Time 3.551 3.367 3.277 3.423 HCM Lane V/C Ratio 0.296 0.336 0.371 0.277 HCM Control Delay, s/veh 10.9 11.1 11.4 10.5 HCM Lane LOS B B B B HCM 95th-tile Q 1.2 1.5 1.7 1.1 Timings 2: Linden St & Jefferson St 05/13/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Lane Group SEL SET NWL NWT NEL NET SWL SWT SWR Lane Configurations Traffic Volume (vph) 25 570 35 570 20 38 100 37 40 Future Volume (vph) 25 570 35 570 20 38 100 37 40 Lane Group Flow (vph) 25 596 38 723 0 113 109 40 43 Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 2 6 4 8 Permitted Phases 2 6 4 8 8 Detector Phase 2 2 6 6 4 4 8 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.5 22.5 29.5 29.5 27.0 27.0 27.0 27.0 27.0 Total Split (s) 51.0 51.0 51.0 51.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 63.8% 63.8% 63.8% 63.8% 36.3% 36.3% 36.3% 36.3% 36.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.0 3.0 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.06 0.49 0.08 0.32 0.38 0.59 0.14 0.17 Control Delay (s/veh) 6.0 8.5 7.1 5.8 19.1 42.7 27.2 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 6.0 8.5 7.1 5.8 19.1 42.7 27.2 9.7 Queue Length 50th (ft) 3 117 5 50 27 52 18 0 Queue Length 95th (ft) 15 273 25 124 63 91 39 24 Internal Link Dist (ft) 190 125 196 228 Turn Bay Length (ft) 100 100 50 65 Base Capacity (vph) 449 1207 472 2257 477 324 491 421 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.49 0.08 0.32 0.24 0.34 0.08 0.10 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 67 (84%), Referenced to phase 2:SETL and 6:NWTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: Linden St & Jefferson St HCM 7th Signalized Intersection Summary 2: Linden St & Jefferson St 05/13/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 3 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 25 570 20 35 570 95 20 38 50 100 37 40 Future Volume (veh/h) 25 570 20 35 570 95 20 38 50 100 37 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 0.99 1.00 0.99 0.94 0.92 0.95 0.93 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 1657 1657 1657 1657 1657 1657 1710 1710 1710 1710 1710 1710 Adj Flow Rate, veh/h 25 576 20 38 620 103 21 40 52 109 40 43 Peak Hour Factor 0.99 0.99 0.99 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 4 4 4 0 0 0 0 0 0 Cap, veh/h 437 1025 36 412 1738 288 85 134 141 334 362 287 Arrive On Green 0.64 0.64 0.64 0.64 0.64 0.64 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 645 1591 55 728 2696 447 149 633 667 1134 1710 1355 Grp Volume(v), veh/h 25 0 596 38 361 362 113 0 0 109 40 43 Grp Sat Flow(s),veh/h/ln 645 0 1646 728 1574 1569 1449 0 0 1134 1710 1355 Q Serve(g_s), s 1.5 0.0 16.1 2.5 8.5 8.5 0.0 0.0 0.0 1.3 1.5 2.1 Cycle Q Clear(g_c), s 10.0 0.0 16.1 18.6 8.5 8.5 5.1 0.0 0.0 6.4 1.5 2.1 Prop In Lane 1.00 0.03 1.00 0.28 0.19 0.46 1.00 1.00 Lane Grp Cap(c), veh/h 437 0 1061 412 1015 1012 360 0 0 334 362 287 V/C Ratio(X) 0.06 0.00 0.56 0.09 0.36 0.36 0.31 0.00 0.00 0.33 0.11 0.15 Avail Cap(c_a), veh/h 437 0 1061 412 1015 1012 484 0 0 420 492 389 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 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.9 0.0 7.9 13.1 6.6 6.6 26.9 0.0 0.0 27.4 25.5 25.7 Incr Delay (d2), s/veh 0.2 0.0 2.2 0.4 1.0 1.0 0.5 0.0 0.0 0.6 0.1 0.2 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 0.2 0.0 5.3 0.4 2.6 2.6 1.9 0.0 0.0 1.8 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 9.1 0.0 10.1 13.5 7.5 7.5 27.4 0.0 0.0 27.9 25.6 25.9 LnGrp LOS A B B A A C C C C Approach Vol, veh/h 621 761 113 192 Approach Delay, s/veh 10.0 7.8 27.4 27.0 Approach LOS B A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 57.1 22.9 57.1 22.9 Change Period (Y+Rc), s 5.5 * 6 5.5 6.0 Max Green Setting (Gmax), s 45.5 * 24 45.5 23.0 Max Q Clear Time (g_c+I1), s 18.1 7.1 20.6 8.4 Green Ext Time (p_c), s 4.6 0.5 5.2 0.6 Intersection Summary HCM 7th Control Delay, s/veh 12.1 HCM 7th LOS B Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC 3: Lincoln Ave & Willow St 05/13/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 4 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SEL SER Lane Configurations Traffic Vol, veh/h 105 180 220 123 120 76 Future Vol, veh/h 105 180 220 123 120 76 Conflicting Peds, #/hr 6 0 0 6 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 1 1 1 1 Mvmt Flow 114 196 239 134 130 83 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 379 0 - 0 736 312 Stage 1 - - - - 312 - Stage 2 - - - - 424 - Critical Hdwy 4.12 - - - 6.41 6.21 Critical Hdwy Stg 1 - - - - 5.41 - Critical Hdwy Stg 2 - - - - 5.41 - Follow-up Hdwy 2.218 - - - 3.509 3.309 Pot Cap-1 Maneuver 1180 - - - 388 731 Stage 1 - - - - 745 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1173 - - - 341 726 Mov Cap-2 Maneuver - - - - 341 - Stage 1 - - - - 659 - Stage 2 - - - - 659 - Approach EB WB SE HCM Ctrl Dly, s/v 3.09 0 21.33 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SELn1 Capacity (veh/h) 663 - - - 430 HCM Lane V/C Ratio 0.097 - - - 0.496 HCM Ctrl Dly (s/v) 8.4 0 - - 21.3 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.3 - - - 2.7 Timings 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background with Project - PM Peak Hour Fox Tuttle Transportation Group, LLC Page 1 Lane Group SEL SET NWL NWT NEL NET NER SWL SWT Lane Configurations Traffic Volume (vph) 35 685 220 620 35 147 270 74 207 Future Volume (vph) 35 685 220 620 35 147 270 74 207 Lane Group Flow (vph) 36 766 239 742 38 160 293 80 274 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Detector Phase 2 2 2 2 4 4 4 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 32.0 32.0 32.0 32.0 27.5 27.5 27.5 29.0 29.0 Total Split (s) 49.0 49.0 49.0 49.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 61.3% 61.3% 61.3% 61.3% 38.8% 38.8% 38.8% 38.8% 38.8% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 3.0 3.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 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) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max None None None None None v/c Ratio 0.09 0.36 0.61 0.36 0.21 0.51 0.71 0.44 0.47 Control Delay (s/veh) 5.5 5.4 19.0 7.0 27.6 33.7 20.6 34.9 27.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 5.5 5.4 19.0 7.0 27.6 33.7 20.6 34.9 27.2 Queue Length 50th (ft) 4 65 55 66 17 74 47 37 57 Queue Length 95th (ft) m14 95 #218 141 37 112 113 67 79 Internal Link Dist (ft) 734 329 307 251 Turn Bay Length (ft) 125 220 80 150 Base Capacity (vph) 401 2099 390 2090 312 539 574 319 988 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 0.36 0.61 0.36 0.12 0.30 0.51 0.25 0.28 Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 77 (96%), Referenced to phase 2:NWSE, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Lincoln Ave & Jefferson St HCM Signalized Intersection Capacity Analysis 4: Lincoln Ave & Jefferson St 05/13/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 2 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 35 685 50 220 620 63 35 147 270 74 207 45 Future Volume (vph) 35 685 50 220 620 63 35 147 270 74 207 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 1.00 Frt 1.00 0.99 1.00 0.99 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1574 3119 1575 3104 1598 1693 1400 1577 3088 Flt Permitted 0.36 1.00 0.35 1.00 0.58 1.00 1.00 0.62 1.00 Satd. Flow (perm) 598 3119 581 3104 981 1693 1400 1023 3088 Peak-hour factor, PHF 0.96 0.96 0.96 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 36 714 52 239 674 68 38 160 293 80 225 49 RTOR Reduction (vph)0 5 0 0 7 0 0 0 153 0 28 0 Lane Group Flow (vph) 36 761 0 239 735 0 38 160 140 80 246 0 Confl. Peds. (#/hr) 2 3 3 2 6 7 7 6 Confl. Bikes (#/hr)2 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 1% 1% 1% 2% 2% 2% Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 2 2 4 8 Permitted Phases 2 2 4 4 8 Actuated Green, G (s) 53.7 53.7 53.7 53.7 14.8 14.8 14.8 14.3 14.3 Effective Green, g (s) 53.7 53.7 53.7 53.7 14.8 14.8 14.8 14.3 14.3 Actuated g/C Ratio 0.67 0.67 0.67 0.67 0.19 0.19 0.19 0.18 0.18 Clearance Time (s) 6.0 6.0 6.0 6.0 5.5 5.5 5.5 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 401 2093 389 2083 181 313 259 182 551 v/s Ratio Prot 0.24 0.24 0.09 0.08 v/s Ratio Perm 0.06 c0.41 0.04 c0.10 0.08 v/c Ratio 0.09 0.36 0.61 0.35 0.21 0.51 0.54 0.44 0.45 Uniform Delay, d1 4.6 5.7 7.4 5.7 27.6 29.3 29.5 29.3 29.3 Progression Factor 0.75 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.5 7.1 0.5 0.6 1.4 2.2 1.7 0.6 Delay (s) 3.9 4.7 14.4 6.1 28.2 30.8 31.7 31.0 29.9 Level of Service A A B A C C C C C Approach Delay (s/veh) 4.7 8.2 31.1 30.1 Approach LOS A A C C Intersection Summary HCM 2000 Control Delay (s/veh) 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 7th TWSC 5: Access & Willow St 05/14/2025 2045 Background with Project - PM Peak Hour 360 Linden St Mixed-Use Traffic Impact Study - Fort Collins, CO Synchro 12 Report Fox Tuttle Transportation Group, LLC Page 1 Intersection Int Delay, s/veh 6.7 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 0 13 38 0 7 26 Future Vol, veh/h 0 13 38 0 7 26 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 0 14 41 0 8 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 14 0 90 7 Stage 1 - - - - 7 - Stage 2 - - - - 83 - 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 - - 1604 - 911 1075 Stage 1 - - - - 1016 - Stage 2 - - - - 941 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1604 - 887 1075 Mov Cap-2 Maneuver - - - - 887 - Stage 1 - - - - 1016 - Stage 2 - - - - 916 - Approach SE NW NE HCM Ctrl Dly, s/v 0 7.3 8.62 HCM LOS A Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 1029 1604 - - - HCM Lane V/C Ratio 0.035 0.026 - - - HCM Ctrl Dly (s/v) 8.6 7.3 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 0.1 - - -