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7TH & ASPEN DEVELOPMENT TRAFFIC IMPACT STUDY 24094 Caitlin Tamposi Boundary Development 233 East Main Street, Suite 404 Bozeman, MT 59715 May 2024 7th & Aspen Development TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ........................................................................................................ 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 5 Crash History .................................................................................................................................... 7 TRIP GENERATION .................................................................................................................................. 9 TRIP DISTRIBUTION ............................................................................................................................... 10 TRAFFIC ASSIGNMENT .......................................................................................................................... 10 TRAFFIC IMPACTS ................................................................................................................................. 11 Traffic Volumes................................................................................................................................ 11 Intersection Capacity ....................................................................................................................... 11 Mitigation Alternatives ..................................................................................................................... 16 CONCLUSIONS AND RECOMMENDATIONS ......................................................................................... 17 Conclusions .................................................................................................................................... 17 Recommendations ........................................................................................................................... 18 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2024) APPENDIX C – CAPACITY CALCULATIONS – PHASES 1&2 (2026) & FUTURE (2039) APPENDIX D – TRAFFIC SIGNAL WARRANT WORKSHEETS LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 7 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 8 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 10 7th & Aspen Development TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT…………………………………………………………………… ..................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2024) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: PHASES 1&2 (2026) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ........................ 12 FIGURE 6: FUTURE (2039) TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ............................... 13 FIGURE 7: PHASES 1&2 (2026) TRAFFIC PROJECTIONS .......................................................................... 14 FIGURE 8: FUTURE (2039) TRAFFIC PROJECTIONS ................................................................................. 15 7th & Aspen Development TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed 7th & Aspen Development in Bozeman, Montana on the surrounding transportation system. This report also provides recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION AND DESCRIPTION The 7th & Aspen Development is located in north Bozeman, Montana. The site is bordered by North 7th Avenue to the west, West Aspen Street to the north, commercial and residential uses to the east, and Big O Tires to the south. Figure 1 on the following page depicts the designated study area. SITE DEVELOPMENT PLAN The site development plan for the 7th & Aspen Development proposes construction of two (2) four-story affordable housing buildings on the south side of the site as part of Phases 1 and 2. The northern affordable building (Phase 1) would contain 46 units and the southern affordable building (Phase 2) would contain 50 units. Approximately 22 outdoor on-site parking spaces are proposed in a lot between the two buildings and six (6) on-street spaces will also be available. Phase 3 would include redevelopment of the lot on the northmost side of the site to include a mixed-use building with an underground parking garage (50 spaces), 75 residential units, and 10,000-square feet of commercial space. Additionally, approximately 12 on-street parking spaces are anticipated to be available for the Phase 3 building. Access to the surface parking lot for the Phase 1 and 2 affordable housing buildings is proposed via an existing driveway on North 7th Avenue with a right-in/right-out access restriction. Access to the Phase 3 mixed-use parking garage is proposed via an existing full-movement driveway on West Aspen Street. Figure 2 on page three (3) shows the current proposed site plan for the 7th & Aspen Development. EXISTING CONDITIONS Streets Figure 3 on page four (4) shows the Montana Department of Transportation (MDT) street classifications and speed limits on study area streets. Additional study area street conditions are described below. North 7th Avenue has a divided four-lane section with turn lanes in the study area. On-street parallel parking is provided on the east side of the road with limited segments also provided on the west side. All other study streets generally have a two-lane section. On-street parallel parking is not permitted along Tamarack Street except for east of North 5th Avenue on the south side of the street. Angled parking is provided along the east side of North 5th Avenue and parallel parking is permitted on West Aspen Street. There is curb and gutter on all study area streets except the west side of North 5th Avenue for approximately 300-feet south of West Aspen Street. 7th & Aspen Development TIS 2 Figure 1: Study Area 7th & Aspen Development TIS 3 Figure 2: Site Layout 7th & Aspen Development TIS 4 Figure 3: Street and Intersection Characteristics 7th & Aspen Development TIS 5 Intersections Figure 3 also shows the traffic control utilized at each study area intersection. Additional characteristics of study area intersections are described below. The North 7th Avenue/West Tamarack Street intersection has a northbound right-turn lane, southbound left-turn lane, and separate westbound left- and right-turn lanes. The traffic signal operates with protected/permissive phasing for southbound left-turns with a westbound right-turn overlap phase. The stop-controlled intersection of North 7th Avenue/West Aspen Street has dedicated northbound and southbound left-turn lanes with no auxiliary lanes on the minor approaches. The remaining stop-controlled and site driveway intersections have no dedicated turn lanes. Bicycle/Pedestrian Facilities There are sidewalks along all streets within the study area except the west side of North 5th Avenue for approximately 300-feet south of West Aspen Street. West Tamarack Street has a westbound bike lane and eastbound bike “sharrows”. The Streamline Bus service currently has six (6) stops on North 7th Avenue and West Tamarack Street within one-quarter mile of the site. There are no other multi-modal facilities in the study area. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersections on Wednesday, November 8, 2023 and Tuesday, April 2, 2024. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday AM and PM peak hour periods were found to occur from 7:45 to 8:45 AM and 4:45 to 5:45 PM. Raw count data was adjusted for seasonal variation using MDT seasonal adjustment factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2024) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Existing Conditions (2024) intersection capacity calculations were performed for the study area intersections using Synchro, Version 12, which is based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, which indicates good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is typically considered a minimum acceptable threshold for operations in Montana-based communities, though exceptions are made in certain cases. Although not signed, the two (2) site access driveways were presumed to operate with minor approach stop-control for the purposes of the capacity analysis. 7th & Aspen Development TIS 6 Figure 4: Existing Conditions (2024) Peak Hour Traffic Volumes 7th & Aspen Development TIS 7 The results of the Existing Conditions (2024) intersection capacity calculations show that the signalized intersection of North 7th Avenue/West Tamarack Street currently operates at LOS D on the westbound approach during both peak hours with 95th percentile queues of up to 13 vehicles on North 7th Avenue. At the stop-controlled intersection of North 7th Avenue with West Aspen Street the eastbound approach operates at LOS E during the AM peak hour and the westbound approach operates at LOS D during the PM peak hour. Existing 95th percentile queues are minimal at all unsignalized intersections. Figure 4 also shows the Existing Conditions (2024) LOS results at each intersection. A detailed capacity summary table and capacity calculation worksheets for each of the study area intersections can be found in Appendix B. Crash History Historical crash data was obtained from MDT for the five-year period from January 1, 2018 through December 31, 2022 for all study area intersections. The crash data was analyzed for the purpose of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 below and on page eight (8), respectively, illustrate the results of that analysis. Note that no crashes were reported at either of the existing site driveways. Intersection crash frequency rates were calculated on the basis of crashes per million vehicles entering (MVE). The MVE metric was estimated based on published historical ADT volumes from the MDT website and 2023/2024 peak hour counts. The highest crash rate was 0.53 crashes/MVE at the West Tamarack Street/North 5th Avenue intersection, as shown in Table 1 below. As a means of evaluating the relative significance of the calculated historical crash rates, Sanderson Stewart also calculated an expected rate using the predictive crash rate formulas in the American Association of State Highway and Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations and traffic control. The calculation results in a crashes-per-year prediction. Sanderson Stewart then back calculated a frequency rate on the basis of MVE for the sake of comparison with the actual historical crash rate at each intersection. The results of the calculations for this study showed that the historical crash rates are approximately equal to or lower than the predicted crash rates at all study intersections. The HSM rate predictions and five-year crash totals for each intersection are summarized in Table 1 above. Table 1: Crash History – Frequency and Severity Statistics PDO Injury FatalityAverage Crash Frequency (Crash/Yr)Crash Rate (Crash/MVE)SeverityIndexPredicted Average Crash Frequency (Crash/Yr)Predicted Crash Rate (Crash/MVE)N 7th Ave & W Tamarack St2057411000.200.031.001.920.26W Tamarack St & N 5th Ave415743100.800.531.500.790.52N 7th Ave & W Aspen St1891732100.600.091.671.270.18W Aspen St & Site Driveway45000000.000.000.000.120.73N 7th Ave & Site Driveway1850400000.000.000.000.740.111 Daily Entering Volume (DEV) estimated from 2023/2024 peak hour counts and 2018-2022 MDT published ADTs2 Crashes reported from January 1, 2018 to December 31, 20223 Crash rates expressed as crashes per million vehicles entering (MVE)⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodologyHSM Predictions⁴IntersectionCrash Data3Crash Type2018-2022 DEV1Reported Crashes2 7th & Aspen Development TIS 8 Severity indexes were also calculated for all study area intersections based on standard MDT protocols. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. The highest severity indexes were found to be at the West Tamarack Street/North 5th Avenue and North 7th Avenue/West Aspen Street intersections, where one (1) injury crash was reported at each intersection. Severity index calculation results are also shown in Table 1. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis. Right-angle, left-turn/opposite direction, right-turn/same direction, and fixed object crashes were reported in the study area. Two (2) right-angle crashes were reported at the West Tamarack Street/North 5th Avenue intersection. Right-angle crashes typically occur at unsignalized intersection when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers incorrectly detecting speeds of approaching vehicles, and/or high speeds on the main roadway. Both right-angle crashes involved northbound thru vehicles colliding with eastbound thru vehicles. There do not appear to be any existing sight distance restrictions at the intersection; however, teardown of existing structures and construction of a new building on the southwest corner of the intersection was ongoing during the crash history period. Additionally, street parking was allowed within the sight triangle on the west leg of West Tamarack Street during the early part of the study period when one of the right-angle crashes was reported. The other right-angle crash occurred while construction was likely ongoing on the site, and it is possible construction vehicles and activities impeded sight distance. Left-turn, opposite direction (LT, OD) crashes were reported at the North 7th Avenue/West Tamarack Street and North 7th Avenue/West Aspen Street intersections. These crashes typically occur due to lack of protection for left-turning vehicles, either for turns from the major road at unsignalized intersections or with permissive phasing at signalized intersections. At the North 7th Avenue/West Aspen Street intersection, the LT, OD crash involved a northbound left-turning vehicle colliding with a southbound thru vehicle. At the North 7th Avenue/West Tamarack Street intersection the LT, OD crash involved an impaired driver and occurred when a southbound left-turning vehicle and a northbound thru vehicle collided. Two (2) fixed object crashes were also reported at the North 7th Avenue/West Aspen Street intersection. Both crashes involved impaired drivers, and based on location data, may have occurred at or near the adjacent business “Cat’s Paw.” One (1) crash at this intersection also cited snowy roadway conditions as a contributing factor. Table 2: Crash History – Collision Type Right AngleLT, OD RT, SDFixed ObjectTotalN 7th Ave & W Tamarack St11W Tamarack St & N 5th Ave224N 7th Ave & W Aspen St123W Aspen St & Site Driveway0N 7th Ave & Site Driveway0Collision Type 7th & Aspen Development TIS 9 In total, three (3) of eight (8) crashes in the study area (38 percent) involved an impaired driver, two (2) were reported with wet, snowy, or icy roadway conditions, and one crash occurred in the dark. No other crash trends were noted in the study area. It is important to note that all of the previous evaluations of crash causes are speculative, and more detailed information about individual crashes would be needed to determine exact causes for each collision. TRIP GENERATION This study utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source in the United States for determining trip generation projections. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Land Use 223 – Affordable Housing, Land Use 221 – Multifamily Housing (Mid-Rise), and Land Use 822 – Strip Retail Plaza (<40k), were utilized to project trip generation for the 7th & Aspen Development. Table 3 on the following page illustrates the results of the trip generation calculations for the site. Upon buildout of the affordable residential buildings in Phases 1 and 2, the 7th & Aspen Development is projected to generate a total of 462 gross average weekday trips with 48 trips (14 entering/34 exiting) generated during the AM peak hour and 44 trips (26 entering/18 exiting) generated during the PM peak hour. At full buildout of Phases 1, 2, and 3, the development is projected to generate a total of 1,348 gross average weekday trips with 100 trips (34 entering/66 exiting) generated during the AM peak hour and 139 trips (77 entering/62 exiting) generated during the PM peak hour. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. IC trips were not assumed to occur until buildout of all three (3) phases when the site would include a mix of commercial and residential uses. Upon full buildout, the 7th & Aspen Development is projected to generate a total of 182 daily IC trips between the residential units and the commercial space, with 2 IC trips (1 entering/1 exiting) during the AM peak hour and 24 IC trips (12 entering/12 exiting) during the PM peak hour. Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations. A total of 154 daily weekday pass-by trips are projected for commercial portion of the site, with 7 trips (4 entering/3 exiting) during the AM peak hour and 18 trips (10 entering/8 exiting) during the PM peak hour. A portion of external trips generated by the 7th & Aspen Development are anticipated to be made by alternate modes (walking, biking, and transit), thereby reducing vehicular trips generated. There are bike lanes and sidewalks on area streets and nearby bus stops. However, no additional reductions were taken to account for alternate mode trips, as it is assumed that the proportion of these trips from the 7th & Aspen Development would be similar to the ITE dataset. 7th & Aspen Development TIS 10 TRIP DISTRIBUTION Trip distribution is an estimate of site-generated trip routing, which can be determined by methods such as computerized travel demand models, calculation of travel time for various available routes, and/or inspection of existing traffic patterns in the project area. For this study, distribution percentages were calculated based on existing volumes collected for this study. Figures 5 and 6 on pages 12 and 13 present the calculated trip distribution schemes for Phases 1&2 as well as full buildout of all three (3) phases. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, site-generated trips for Phases 1&2 and full buildout of all three (3) phases of the 7th & Aspen Development were assigned to the study area intersections for the purposes of projecting future traffic volumes for Table 3: Trip Generation Summary IntensityUnitstotalenterexittotalenterexittotalenterexitAffordable Housing196Dwelling Units462231231481434442618462231231481434442618Affordable Housing196Dwelling Units462231231481434442618523121101752Multifamily Housing (Mid-Rise)275Dwelling Units34117117028622291811392316000541Strip Retail Plaza (<40k)310.001000 SF GFA5452732722414106633339137541101239Pass-By Trips** (Avg. Rate = 34%)15480747431810813486756731003466139776218291912112412121548074743181081012504508912962975542(1)Affordable Housing - Land Use 223*Units = Dwelling UnitsAverage Weekday:Average Rate = 4.81(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.50(29% entering/71% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.46(59% entering/41% exiting)(2)Multifamily Housing (Mid-Rise) - Land Use 221*Units = Dwelling UnitsAverage Weekday:Average Rate = 4.54(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.37(23% entering/77% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.39(61% entering/39% exiting)(3)Strip Retail Plaza (<40k) - Land Use 822*Units = 1000 SF GFAAverage Weekday:Average Rate = 54.45(50% entering/50% exiting)Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 2.36(60% entering/40% exiting)Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 6.59(50% entering/50% exiting)*Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021**Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017Total Phases 1 & 2 Gross TripsPhases 1 & 2Phases 1, 2, & 3Internal Capture Trips**Total Buildout New External TripsTotal Buildout Gross TripsTotal Buildout Internal Capture TripsTotal Pass-By TripsIndependent VariablePM Peak HourAM Peak HourLand UseAverage WeekdayInternal Capture Trips**Internal Capture Trips** 7th & Aspen Development TIS 11 analysis. Due to the access restriction for the approach to Phases 1&2 on North 7th Avenue, some U-turns and alternate routes were assumed for those with destinations to the south or arriving from the north. The results of the traffic assignment exercises are also illustrated in Figures 5 and 6. TRAFFIC IMPACTS Traffic Volumes Based on information from the Client, it was assumed that buildout of Phases 1&2 would occur by 2026. In addition, a 15-year Future (2039) horizon was also evaluated assuming full buildout of all three (3) phases of the 7th & Aspen Development. In addition to site-generated trips, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Bozeman area. To account for that growth, projected volume conditions from the Bozeman Transportation Master Plan (TMP) and historical MDT traffic data over the past 10 years was analyzed. It was seen that the historical traffic volumes have fluctuated widely over the past 10 years, with positive and negative growth rates dependent on the year. An annual growth rate of two (2.0) percent was selected to model ambient growth based on projections calculated for the Bozeman TMP, historical MDT traffic data, and growth rates used for other nearby studies. In addition to general background growth, trips from an adjacent proposed residential development west of North 7th Avenue were also included. Phases 1&2 (2026) and Future (2039) traffic projections were then calculated by combining existing traffic volumes with anticipated background growth, adjacent development trips, and site-generated traffic assignments. Figures 7 and 8 on pages 14 and 15 illustrate the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Phases 1&2 (2026) and Future (2039) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 7 and 8. Peak hour factors (PHFs) for the design years were assumed to be 0.92 for all intersections, per HCM guidelines and common industry practice for future scenarios. The assumed values were utilized to not overestimate future congestion in the study area. Figures 7 and 8 also show the Phases 1&2 (2026) and Future (2039) LOS results at each intersection, respectively. Phases 1&2 (2026) capacity results are projected to be similar to Existing Conditions (2024), with delay projected to reach LOS F on both minor approaches at the North 7th Avenue/West Aspen Street intersection during the PM peak hour. A slight improvement in approach delay is projected on the eastbound approach at the same intersection during the AM peak hour due to the increased volumes projected at the intersection, including right-turns, which experience limited delay compared to left-turns. Projected 95th percentile queuing is also projected to be very similar to existing conditions, with lengthening queues on the minor approaches at the North 7th Avenue/West Aspen Street intersection. Future (2039) capacity results project that the minor approaches at the North 7th Avenue/West Aspen Street intersection will operate at LOS F during both peak hours, with particularly extreme delay and lengthy queues during the PM peak hour. Projected northbound 95th percentile queues on North 7th Avenue from the West Tamarack Street intersection are projected to reach the site driveway during the PM peak hour. Detailed intersection capacity summary tables and capacity calculation worksheets for the Phases 1&2 (2026) and Future (2039) traffic projection scenarios can be found in Appendix C. 7th & Aspen Development TIS 12 Figure 5: Phases 1&2 (2026) Trip Distribution and Traffic Assignment Summary 7th & Aspen Development TIS 13 Figure 6: Future (2039) Trip Distribution and Traffic Assignment Summary 7th & Aspen Development TIS 14 Figure 7: Phases 1&2 (2026) Traffic Projections 7th & Aspen Development TIS 15 Figure 8: Future (2039) Traffic Projections 7th & Aspen Development TIS 16 Mitigation Alternatives A variety of potential mitigation improvement options were evaluated to address existing concerns and/or projected impacts for study area streets and intersections. The following sections provide details on that analysis. Traffic Signals Traffic signal warrants were evaluated at the North 7th Avenue/West Aspen Street intersection using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2024), Phases 1&2 (2026), and Future (2039) traffic volume scenarios. The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, all but Warrant 9 (Intersection Near a Grade Crossing) were evaluated. Warrant 9 was not evaluated because there are no railroad crossings near the intersection. Additionally, satisfaction of the Peak Hour warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Traffic signal warrant worksheets for the Existing Conditions (2024), Phases 1&2 (2026), and Future (2039) scenarios can be found in Appendix D. No traffic signal warrants are currently met at the North 7th Avenue/West Aspen Street intersection but Warrants 1 and 2 (Eight-Hour Vehicular Volume and Four-Hour Vehicular Volume) are projected to be met in the Phases 1&2 (2026) and Future (2039) scenarios. This may not be a preferred location for a traffic signal due to its proximity to the North 7th Avenue/West Tamarack Street intersection and lack of additional connectivity to West Aspen Street, but due to the proposed future density of development along North 7th Avenue a traffic signal may be beneficial at this intersection to provide controlled access onto North 7th Avenue for existing and proposed developments to the east and west. Additionally, spacing between West Aspen Street and West Tamarack Street is similar to the block-length spacing for traffic signals in the downtown Bozeman core area. Improved Intersection Capacity North 7th Avenue Corridor: Extension of the North 7th Avenue corridor signal coordination plan south to include the North 7th Avenue/West Peach Street intersection may improve traffic operations and help minimize queues between signals. It could also provide more reliable gaps and improve delay for drivers accessing West Aspen Street. Further improvements could likely be realized in the corridor if additional connections to the west were constructed, providing access to West Oak Street via North 11th Avenue and North 15th Avenue instead of only North 7th Avenue. North 7th Avenue/West Aspen Street: Multiple options can be considered to improve operations at this intersection, which is projected to experience extreme delay in the Future (2039) scenario. A traffic signal is projected to be warranted beginning in the Phases 1&2 (2026) scenario and is projected to operate at LOS D and E on the West Aspen Street approaches during both future scenarios. Although this signal would only be approximately 300-feet from the West Tamarack Street traffic signal, this spacing is similar to that of the signals in downtown Bozeman. Another option to improve operations at this intersection would be to restrict left-turns from the minor approaches, which would improve those approaches to LOS C or better. Westbound left-turns could easily reroute to either West Tamarack Street or West Peach Street; however, eastbound left-turns would not have an alternate controlled-access option and would have to either make a right-turn followed by a U-turn at West Peach Street or utilize West Juniper Street to make a left-turn onto North 7th Avenue. 7th & Aspen Development TIS 17 A preliminary traffic simulation analysis was also performed using SimTraffic, Version 12, which showed improved results for minor approaches as compared to the HCM-based Synchro results. The simulation results indicate that “real-world” operations may provide increased gaps for access from West Aspen Street due to the signal timing coordination plan in the corridor. Synchro calculations assume random arrivals on all approaches; however, the simulation shows that platoons released by each phase of the adjacent traffic signals may provide adequate gaps for vehicles accessing North 7th Avenue. Operations should be monitored in the field to determine if minor approach vehicles experience excessive delay even with gaps provided by the coordination plan. Pedestrian Access Pedestrian demand is anticipated to increase across North 7th Avenue at its intersection with West Aspen Street due to the 7th & Aspen Development as well as another proposed residential development west of North 7th Avenue. There is currently not a crosswalk on North 7th Avenue at this intersection and the nearest protected crossing is approximately 300-feet to the north at the West Tamarack Street traffic signal. This is the recommended spacing suggested by MDT for a marked or controlled crosswalk. Therefore, a pedestrian crosswalk should be considered across North 7th Avenue at West Aspen Street. Given the existing and projected daily traffic volume and speed limit on North 7th Avenue, a pedestrian-actuated beacon or pedestrian signal should be considered, such as a rectangular rapid flashing beacon (RRFB) or pedestrian hybrid beacon (PHB), also commonly known as a High intensity Activated crossWalK (HAWK). When considering latent and potential future demand, it is likely that either of these devices would be warranted. A HAWK would require coordination with the West Tamarack Street signal and may introduce additional delay through the North 7th Avenue corridor. Pedestrian delay and risk-taking may also increase while waiting for the appropriate time in the corridor cycle to stop mainline vehicle traffic. Therefore, a striped crosswalk with RRFBs and a median refuge area is recommended at this location. It is preferable that the crosswalk be installed on the north leg of the intersection due to vehicle volume trends and development locations. CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that the 7th & Aspen Development will generate a moderate volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 1,012 total new external vehicle trips could be generated daily. The development plan proposes construction of three (3) multi-story buildings with 96 affordable apartments (Phases 1&2), 75 market-rate apartments, and 10,000-square feet of commercial space (Phase 3). Phases 1&2 are anticipated to be built by 2026. The Existing Conditions (2024) capacity analysis showed that the westbound approach at the North 7th Avenue/West Tamarack Street intersection operates at LOS D during both peak hours with moderate 95th percentile queuing. At the North 7th Avenue/West Aspen Street intersection, the eastbound approach operates at LOS E during the AM peak hour and the westbound approach operates at LOS D during the PM peak hour. Historical crash data was evaluated in the study area, and it was found that crash rates were equal to or lower than what would be expected based on HSM predictive methodology. Right-angle, left-turn/opposite direction, right-turn/same direction, and fixed object collisions were the reported crash types in the study area. 7th & Aspen Development TIS 18 Phases 1&2 (2026) and Future (2039) scenario intersection capacity results show worsening delay on the minor approaches at the North 7th Avenue/West Aspen Street intersection, with both approaches projected to reach LOS F during both peak hours in the Future (2039) scenario and projected 95th percentile queues of up to nine (9) vehicles on the westbound approach. Lengthy 95th percentile queuing is also projected on North 7th Avenue at the West Tamarack Street signal. Traffic signal warrants were evaluated at the North 7th Avenue/West Aspen Street intersection for all three (3) traffic-volume scenarios. No warrants are met at the North 7th Avenue/West Aspen Street intersection with Existing Conditions (2024), but a traffic signal is considered warranted in the Phases 1&2 (2026) and Future (2039) scenarios once site volumes are added to West Aspen Street. A traffic signal may not be preferred at this intersection due to its proximity to the existing signal at the North 7th Avenue/West Tamarack Street intersection. However, a traffic signal may be beneficial at this intersection to provide controlled access onto North 7th Avenue for existing and proposed developments to the east and west, and the spacing between West Aspen Street and West Tamarack Street is similar to traffic signal spacing in the downtown Bozeman core area. A traffic signal is projected to operate at LOS D and E on the minor approaches during both future scenarios. Restricting left-turns from the minor approaches at this intersection is projected to improve minor approach operations to LOS C, but without an alternate controlled-access location, eastbound left-turns would either have to perform right-turns followed by U-turns or reroute to West Juniper Street. A preliminary simulation analysis showed that the corridor signal coordination plan may provide adequate gaps for minor approach vehicles without turning restrictions implemented, and operations should be monitored in the field to observe whether these approaches can operate without excessive delay. It is likely that improved intersection operations along the North 7th Avenue corridor could be achieved by extending the existing traffic signal coordination plan south through the North 7th Avenue/West Peach Street intersection. This change could also provide more frequent and reliable gaps for vehicles accessing North 7th Avenue from West Aspen Street and could also improve operations and queuing at the signalized intersections. Ultimately, further connections to the west of North 7th Avenue to North 11th Avenue and North 15th Avenue would facilitate the greatest improvement to failing operations for access along North 7th Avenue by providing alternate routes. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author. It should be noted that the improvements are recommended not only due to the impacts of the 7th & Aspen Development but also based on existing deficiencies present within the study area. The recommendations are made based on the preceding evaluation of existing and projected safety and operational concerns. • Operations on the minor approaches at the intersection of North 7th Avenue with West Aspen Street should be monitored as 7th & Aspen and other adjacent development trips are added to the street network to determine if some type of access restriction or higher level of traffic control should be considered at the intersection. Traffic signal warrants should also be monitored and, if deemed appropriate, a traffic signal should be considered for installation at the intersection to maintain full access and provide a protected pedestrian crossing. • If a traffic signal is not installed at the North 7th Avenue/West Aspen Street intersection, a pedestrian actuated crosswalk should be implemented across the north leg, to include an RRFB and median refuge area. 7th & Aspen Development TIS 19 • Based on existing and projected future scenario volumes, the traffic signal coordination plan along North 7th Avenue should be extended to include the North 7th Avenue/West Peach Street intersection, which may improve operations at several intersections along the corridor by reducing queuing and providing more reliable gaps for vehicles on minor approaches. • All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:45 AM 0 216 33 1 250 20 94 0 0 114 0 0 0 0 0 18 0 12 0 30 394 8:00 AM 0 235 42 0 277 23 112 0 0 135 0 0 0 0 0 16 0 10 0 26 438 8:15 AM 0 208 30 0 238 15 148 0 0 163 0 0 0 0 0 23 0 13 0 36 437 8:30 AM 0 166 27 0 193 11 102 0 0 113 0 0 0 0 0 10 0 8 0 18 324 Grand Total 0 825 132 1 958 69 456 0 0 525 0 0 0 0 0 67 0 43 0 110 1593 Medium Truck % 0.0 1.8 0.8 0.0 1.7 1.4 3.1 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 0.0 2.7 Heavy Truck % 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.2 0.8 0.0 2.0 1.4 3.1 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 0.0 2.7 Total % 0.0 51.8 8.3 0.1 60.1 4.3 28.6 0.0 0.0 33.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 2.7 0.0 6.9 100.0 PHF 0.87 0.87 0.87 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.91 RT TH LT U 0 825 132 1 67RT0TH43LT0UU0LT0TH0RT00 0 456 69 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 24094Project Number: Southbound N 7th Avenue Northbound W Tamarack Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Tamarack St & N 7th AveCounted By:W Tamarack StreetW Tamarack Street0Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 7th & Aspen Development N 7th Avenue W Tamarack Street W Tamarack Street Vehicle Volumes and Adjustments N 7th Avenue 958 In Out 524 In0Out201Total Entering 1593Out 110In868 525 Out In N 7th Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 4:45 PM 0 158 22 1 181 14 239 0 0 253 0 0 0 0 0 32 0 17 0 49 483 5:00 PM 0 192 26 0 218 11 233 0 1 245 0 0 0 0 0 43 0 33 0 76 539 5:15 PM 0 202 38 1 241 20 234 0 0 254 0 0 0 0 0 47 0 34 0 81 576 5:30 PM 0 188 20 3 211 17 216 0 0 233 0 0 0 0 0 51 0 14 0 65 509 Grand Total 0 740 106 5 851 62 922 0 1 985 0 0 0 0 0 173 0 98 0 271 2107 Medium Truck % 0.0 0.3 0.0 0.0 0.2 4.8 0.9 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.6 0.0 1.0 0.0 0.7 Heavy Truck % 0.0 0.1 0.0 0.0 0.1 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.4 Total Truck % 0.0 0.4 0.0 0.0 0.4 4.8 1.1 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 1.2 0.0 1.0 0.0 1.1 Total % 0.0 35.1 5.0 0.2 40.4 2.9 43.8 0.0 0.0 46.7 0.0 0.0 0.0 0.0 0.0 8.2 0.0 4.7 0.0 12.9 100.0 PHF 0.88 0.88 0.88 0.97 0.97 0.97 1.00 1.00 1.00 0.84 0.84 0.84 0.91 RT TH LT U 0 740 106 5 173RT0TH98LT0UU0LT0TH0RT01 0 922 62 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira W Tamarack St & N 7th Ave North/South Street: N 7th Avenue W Tamarack Street Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 24094 TIS 7th & Aspen Development East/West Street:W Tamarack StreetOut0Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Tamarack Street W Tamarack Street Southbound Northbound Eastbound Westbound In0168OutN 7th Avenue In Out 851 1100 N 7th Avenue W Tamarack StreetTotal Entering 2107 271In839 985 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 7:45 AM 0 2 2 0 4 3 1 8 0 12 2 31 0 0 33 0 24 4 0 28 77 8:00 AM 0 0 1 0 1 3 1 3 0 7 3 42 0 0 45 1 24 0 0 25 78 8:15 AM 0 0 0 0 0 1 1 6 0 8 4 42 0 0 46 1 33 1 0 35 89 8:30 AM 1 1 0 0 2 1 2 3 0 6 5 27 0 0 32 0 15 2 0 17 57 Grand Total 1 3 3 0 7 8 5 20 0 33 14 142 0 0 156 2 96 7 0 105 301 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.3 0.0 0.0 5.8 0.0 10.4 0.0 0.0 9.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.3 0.0 0.0 5.8 0.0 10.4 0.0 0.0 9.5 Total % 0.3 1.0 1.0 0.0 2.3 2.7 1.7 6.6 0.0 11.0 4.7 47.2 0.0 0.0 51.8 0.7 31.9 2.3 0.0 34.9 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.76 0.76 0.76 0.85 RT TH LT U 1 3 3 0 2RT96TH7LT0UU0LT0TH142RT140 20 5 8 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) 24094Project Number: Southbound N 5th Avenue Northbound W Tamarack Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Tamarack St & N 5th AveCounted By:W Tamarack StreetW Tamarack Street156Bozeman, MTTuesday, April 2, 2024Date Performed: Count Time Period: TIS 7th & Aspen Development N 5th Avenue W Tamarack Street W Tamarack Street Vehicle Volumes and Adjustments N 5th Avenue 7 In Out 7 In117Out153Total Entering 301Out 105In24 33 Out In N 5th Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 0.96 0 0.96 0.96 0.96 0.96 0 4:45 PM 2 1 5 0 8 3 1 9 0 13 6 35 0 0 41 2 44 3 0 49 111 5:00 PM 5 2 1 0 8 1 0 3 0 4 4 42 1 0 47 1 61 3 0 65 124 5:15 PM 4 0 1 0 5 0 2 8 0 10 4 29 0 0 33 1 42 4 0 47 95 5:30 PM 2 1 3 0 6 2 5 6 0 13 0 37 0 0 37 6 34 2 0 42 98 Grand Total 13 4 10 0 27 6 8 26 0 40 14 143 1 0 158 10 181 12 0 203 428 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.6 0.0 1.1 0.0 0.0 1.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.6 0.0 1.7 0.0 0.0 1.5 Total % 3.0 0.9 2.3 0.0 6.3 1.4 1.9 6.1 0.0 9.3 3.3 33.4 0.2 0.0 36.9 2.3 42.3 2.8 0.0 47.4 100.0 PHF 0.84 0.84 0.84 1.00 1.00 1.00 0.84 0.84 0.84 0.78 0.78 0.78 0.86 RT TH LT U 13 4 10 0 10RT181TH12LT0UU0LT1TH143RT140 26 8 6 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira W Tamarack St & N 5th Ave North/South Street: N 5th Avenue W Tamarack Street Date Performed: Tuesday, April 2, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 24094 TIS 7th & Aspen Development East/West Street:W Tamarack StreetOut220Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Tamarack Street W Tamarack Street Southbound Northbound Eastbound Westbound In158159OutN 5th Avenue In Out 27 19 N 5th Avenue W Tamarack StreetTotal Entering 428 203In30 40 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 3 212 0 0 215 2 108 1 0 111 0 0 0 0 0 0 0 0 0 0 326 8:00 AM 1 251 0 0 252 6 144 1 0 151 0 0 0 0 0 1 0 0 0 1 404 8:15 AM 1 214 0 3 218 1 169 2 1 173 0 0 0 0 0 0 0 0 0 0 391 8:30 AM 0 176 2 0 178 1 112 0 1 114 0 0 2 0 2 0 0 0 0 0 294 Grand Total 5 853 2 3 863 10 533 4 2 549 0 0 2 0 2 1 0 0 0 1 1415 Medium Truck % 0.0 2.3 0.0 0.0 2.3 0.0 2.8 0.0 0.0 2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 20.0 0.2 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 20.0 2.6 0.0 0.0 2.7 0.0 2.8 0.0 0.0 2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.4 60.3 0.1 0.2 61.0 0.7 37.7 0.3 0.1 38.8 0.0 0.0 0.1 0.0 0.1 0.1 0.0 0.0 0.0 0.1 100.0 PHF 0.86 0.86 0.86 0.91 0.91 0.91 1.00 1.00 1.00 0.25 0.25 0.25 0.88 RT TH LT U 5 853 2 3 1RT0TH0LT0UU0LT2TH0RT02 4 533 10 U LT TH RT 855 549 Out In N 7th AvenueIn9 Out12Total Entering 1415Out 1InN 7th Avenue 863 In Out 539 W Aspen StreetW Aspen Street2Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 7th & Aspen Development N 7th Avenue W Aspen Street W Aspen Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Aspen St & N 7th AveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 24094Project Number: Southbound N 7th Avenue Northbound W Aspen Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 2 183 2 0 187 11 256 5 3 275 1 0 1 0 2 2 0 3 0 5 469 5:00 PM 0 212 6 0 218 3 234 6 3 246 6 0 2 0 8 3 0 2 0 5 477 5:15 PM 2 242 5 0 249 10 253 5 7 275 3 0 0 0 3 3 0 1 0 4 531 5:30 PM 4 194 4 0 202 10 224 7 4 245 6 0 1 0 7 10 0 2 0 12 466 Grand Total 8 831 17 0 856 34 967 23 17 1041 16 0 4 0 20 18 0 8 0 26 1943 Medium Truck % 0.0 0.5 5.9 0.0 0.6 0.0 1.1 0.0 0.0 1.1 6.3 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.1 0.0 0.0 0.1 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.6 5.9 0.0 0.7 0.0 1.3 0.0 0.0 1.2 6.3 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 Total % 0.4 42.8 0.9 0.0 44.1 1.7 49.8 1.2 0.9 53.6 0.8 0.0 0.2 0.0 1.0 0.9 0.0 0.4 0.0 1.3 100.0 PHF 0.86 0.86 0.86 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.92 RT TH LT U 8 831 17 0 18RT0TH8LT0UU0LT4TH0RT1617 23 967 34 U LT TH RT N 7th Avenue W Aspen StreetTotal Entering 1943 26In872 1041 Out In N 7th Avenue In Out 856 989 W Aspen StreetOut31Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Aspen Street W Aspen Street Southbound Northbound Eastbound Westbound In2051OutNorth/South Street: N 7th Avenue W Aspen Street Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 24094 TIS 7th & Aspen Development East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira W Aspen St & N 7th Ave NNNNNNNNNN Intersection:Jurisdiction:Project Description:Int.Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total TotalFactor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 07:45 AM 0 0 0 0 0 2 0 0 0 2 0 2 3 0 5 0 2 1 0 3 108:00 AM 0 0 0 0 0 1 0 1 0 2 0 3 1 0 4 0 3 0 0 3 98:15 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 28:30 AM000001000101001000002Grand Total 0 0 0 0 0 4 0 1 0 5 1 7 4 0 12 0 5 1 0 6 23Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total % 0.0 0.0 0.0 0.0 0.0 17.4 0.0 4.3 0.0 21.7 4.3 30.4 17.4 0.0 52.2 0.0 21.7 4.3 0.0 26.1 100.0PHF 1.00 1.00 1.00 0.63 0.63 0.63 0.60 0.60 0.60 0.50 0.50 0.500.58RT TH LT U0 0 0 00RT5TH1LT0UU0LT4TH7RT10 1 0 4U LT TH RTWestboundAgency/Company:Rafael TeixeiraSanderson StewartNorth/South Street: Site AccessAM Peak Hour (7:45 - 8:45 AM)24094Project Number:SouthboundSite AccessNorthboundW Aspen StreetEastboundEast/West Street:INTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationW Aspen St & Site AccessCounted By:W Aspen StreetW Aspen Street12Bozeman, MTTuesday, April 2, 2024Date Performed:Count Time Period:TIS 7th & Aspen DevelopmentSite AccessW Aspen StreetW Aspen StreetVehicle Volumes and AdjustmentsSite Access0In Out4In6Out11Total Entering23Out6In2 5Out InSite AccessNNNNNNNNNN Intersection:Jurisdiction:Project Description:Int.Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total TotalFactor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 04:45 PM 1 0 0 0 1 3 0 0 0 3 1 5 4 0 10 0 3 0 0 3 175:00 PM 0 0 1 0 1 1 1 2 0 4 0 7 3 0 10 0 1 1 0 2 175:15 PM 0 0 0 0 0 0 1 0 0 1 0 5 2 0 7 2 0 0 1 3 115:30 PM 1 0 0 0 1 1 0 0 0 1 1 4 2 0 7 0 2 0 0 2 11Grand Total 2 0 1 0 3 5 2 2 0 9 2 21 11 0 34 2 6 1 1 10 56Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total % 3.6 0.0 1.8 0.0 5.4 8.9 3.6 3.6 0.0 16.1 3.6 37.5 19.6 0.0 60.7 3.6 10.7 1.8 1.8 17.9 100.0PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.85 0.85 0.85 0.83 0.83 0.830.82RT TH LT U2 0 1 02RT6TH1LT1UU0LT11TH21RT20 2 2 5U LT TH RTAgency/Company: Sanderson StewartINTERSECTION TURNING MOVEMENT COUNT SUMMARYGeneral InformationCounted By: Rafael Teixeira W Aspen St & Site AccessNorth/South Street: Site Access W Aspen StreetDate Performed: Tuesday, April 2, 2024 Bozeman, MTCount Time Period: PM Peak Hour (4:45 - 5:45 PM)Project Number: 24094 TIS 7th & Aspen DevelopmentEast/West Street:W Aspen StreetOut10Vehicle Volumes and AdjustmentsSite Access Site Access W Aspen Street W Aspen StreetSouthbound Northbound Eastbound WestboundIn3428OutSite AccessIn Out3 15Site AccessW Aspen StreetTotal Entering5610In3 9Out InNNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 223 0 0 223 0 113 0 0 113 0 0 0 0 0 0 0 0 0 0 336 8:00 AM 0 215 0 0 215 0 129 0 0 129 0 0 0 0 0 0 0 0 0 0 344 8:15 AM 0 203 0 0 203 0 159 0 0 159 0 0 0 0 0 0 0 0 0 0 362 8:30 AM 0 170 0 0 170 0 122 0 0 122 0 0 0 0 0 0 0 0 0 0 292 Grand Total 0 811 0 0 811 0 523 0 0 523 0 0 0 0 0 0 0 0 0 0 1334 Medium Truck % 0.0 1.7 0.0 0.0 1.7 0.0 2.5 0.0 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 2.0 0.0 0.0 2.0 0.0 2.9 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 60.8 0.0 0.0 60.8 0.0 39.2 0.0 0.0 39.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 0.92 RT TH LT U 0 811 0 0 0RT0TH0LT0UU0LT0TH0RT00 0 523 0 U LT TH RT 811 523 Out In North 7th AvenueIn0 Out0Total Entering 1334Out 0InNorth 7th Avenue 811 In Out 523 DrivewayDriveway0Bozeman, MTTuesday, April 2, 2024Date Performed: Count Time Period: TIS 7th & Aspen Development North 7th Avenue Driveway Driveway Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Ave & DrivewayCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 24094Project Number: Southbound North 7th Avenue Northbound Driveway Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 166 0 0 166 0 199 0 0 199 2 0 0 0 2 0 0 0 0 0 367 5:00 PM 2 211 0 0 213 0 250 0 0 250 1 0 0 0 1 0 0 0 0 0 464 5:15 PM 0 245 0 0 245 0 262 0 0 262 0 0 0 0 0 0 0 0 0 0 507 5:30 PM 0 207 0 0 207 0 244 0 0 244 0 0 0 0 0 0 0 0 0 0 451 Grand Total 2 829 0 0 831 0 955 0 0 955 3 0 0 0 3 0 0 0 0 0 1789 Medium Truck % 0.0 0.8 0.0 0.0 0.8 0.0 0.6 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.8 0.0 0.0 0.8 0.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.1 46.3 0.0 0.0 46.5 0.0 53.4 0.0 0.0 53.4 0.2 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.85 0.85 0.85 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.88 RT TH LT U 2 829 0 0 0RT0TH0LT0UU0LT0TH0RT30 0 955 0 U LT TH RT North 7th Avenue DrivewayTotal Entering 1789 0In832 955 Out In North 7th Avenue In Out 831 955 DrivewayOut2Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Driveway Driveway Southbound Northbound Eastbound Westbound In30OutNorth/South Street: North 7th Avenue Driveway Date Performed: Tuesday, April 2, 2024 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 24094 TIS 7th & Aspen Development East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira N 7th Ave & Driveway NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS - EXISTING (2024) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 54.3D3 53.0D6 NB 3.5A6 8.0A 13 SB 2.2A8 4.8A7 Intersection 6.2A --12.5B -- EB 0.0A0 0.1A0 WB 0.5A0 0.5A0 NB 10.7B1 12.1B1 SB 10.6B0 11.0B1 Intersection 1.6A --2.1A -- EB 36.2E1 22.4C1 WB 10.3B0 34.6D1 NB 0.1A0 0.5A1 SB 0.1A0 0.2A1 Intersection 0.1A --1.0A -- EB 2.4A0 2.4A0 WB 1.2A0 1.5A0 NB 8.5A0 8.8A0 SB 0.0A0 8.7A0 Intersection 3.4A --3.6A -- EB 0.0A0 11.7B0 WB 0.0A0 0.0A0 NB 0.0A0 0.0A0 SB 0.0A0 0.0A0 Intersection 0.0A --0.0A -- North 7th Avenue & West Tamarack Street Intersection Control Two-Way Stop-Control (NB/SB) North 5th Avenue & West Tamarack Street North 7th Avenue & Site Driveway Intersection Control Uncontrolled Intersection Approach Existing (2024) AM Peak PM Peak Intersection Control Uncontrolled West Aspen Street & Site Driveway Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Aspen Street SignalizedIntersection Control HCM 7th TWSC1: N 5th Ave & Tamarack St05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 1.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 142 14 7 96 2 20 5 8 3 3 1Future Vol, veh/h 0 142 14 7 96 2 20 5 8 3 3 1Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85Heavy Vehicles, % 0 6 0 0 10 0 0 0 0 0 0 0Mvmt Flow 0 167 16 8 113 2 24 6 9 4 4 1Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 115 0 0 186 0 0 308 309 178 302 316 114 Stage 1 - - - - - - 177 177 - 131 131 - Stage 2 - - - - - - 131 132 - 171 186 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1486 - - 1401 - - 648 609 870 655 603 944 Stage 1 - - - - - - 829 756 - 878 792 - Stage 2 - - - - - - 877 791 - 836 750 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1486 - - 1399 - - 638 604 867 637 598 944Mov Cap-2 Maneuver - - - - - - 638 604 - 637 598 - Stage 1 - - - - - - 828 755 - 872 787 - Stage 2 - - - - - - 867 786 - 819 749 -Approach EB WB NB SBHCM Control Delay, s/v 0 0.51 10.65 10.62HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 676 1486 - - 120 - - 649HCM Lane V/C Ratio 0.057 - - - 0.006 - - 0.013HCM Control Delay (s/veh) 10.7 0 - - 7.6 0 - 10.6HCM Lane LOS B A - - A A - BHCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 HCM 7th TWSC6: N 7th Ave & Site Driveway05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 0 0 0 0 523 0 0 811 0Future Vol, veh/h 0 0 0 0 0 0 0 523 0 0 811 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 2 0Mvmt Flow 0 0 0 0 0 0 0 568 0 0 882 0Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 441 - - 284 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 570 0 0 719 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 570 - - 719 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v 0 0 0 0HCM LOS A AMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - - - - -HCM Lane V/C Ratio - - - - - -HCM Control Delay (s/veh) - - 0 0 - -HCM Lane LOS - - A A - -HCM 95th %tile Q(veh) - - - - - - Queues8: N 7th Ave & Tamarack St05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 47 74 501 76 146 907v/c Ratio 0.29 0.23 0.20 0.07 0.20 0.33Control Delay (s/veh) 50.9 8.3 6.9 3.4 3.5 4.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 50.9 8.3 6.9 3.4 3.5 4.0Queue Length 50th (ft) 35 0 51 3 12 61Queue Length 95th (ft) 62 31 137 29 58 192Internal Link Dist (ft) 511 284 452Turn Bay Length (ft) 100 70 70Base Capacity (vph) 427 482 2386 1057 818 2729Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.11 0.15 0.21 0.07 0.18 0.33Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 43 67 456 69 133 825Future Volume (veh/h) 43 67 456 69 133 825Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1654 1750 1709 1736 1736 1723Adj Flow Rate, veh/h 47 74 501 76 146 907Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 7 0 3 1 1 2Cap, veh/h 103 158 2538 1122 753 2776Arrive On Green 0.07 0.07 0.78 0.78 0.04 0.85Sat Flow, veh/h 1576 1483 3333 1435 1654 3359Grp Volume(v), veh/h 47 74 501 76 146 907Grp Sat Flow(s),veh/h/ln 1576 1483 1624 1435 1654 1637Q Serve(g_s), s 3.4 5.6 4.8 1.5 1.9 7.0Cycle Q Clear(g_c), s 3.4 5.6 4.8 1.5 1.9 7.0Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 103 158 2538 1122 753 2776V/C Ratio(X) 0.46 0.47 0.20 0.07 0.19 0.33Avail Cap(c_a), veh/h 433 469 2538 1122 988 2776HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 54.0 50.4 3.4 3.0 1.9 1.9Incr Delay (d2), s/veh 3.1 2.1 0.2 0.1 0.1 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 2.2 1.3 0.4 0.4 1.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 57.2 52.6 3.6 3.1 2.0 2.2LnGrp LOS E D A A A AApproach Vol, veh/h 121 577 1053Approach Delay, s/veh 54.3 3.5 2.2Approach LOS D A ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.0 99.2 107.2 12.8Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0Max Q Clear Time (g_c+I1), s 3.9 6.8 9.0 7.6Green Ext Time (p_c), s 0.3 3.9 7.8 0.3Intersection SummaryHCM 7th Control Delay, s/veh 6.2HCM 7th LOS ANotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 0.1Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 2 0 0 0 0 1 2 4 533 10 3 2 853 5Future Vol, veh/h 2 0 0 0 0 1 2 4 533 10 3 2 853 5Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - - NoneStorage Length - - - - - - - 50 - - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -Grade, % - 0 - - 0 - - - 0 - - - 0 -Peak Hour Factor 88 88 88 88 88 88 92 88 88 88 92 88 88 88Heavy Vehicles, % 0 0 0 0 0 0 0 0 3 0 0 0 3 20Mvmt Flow 2 0 0 0 0 1 2 5 606 11 3 2 969 6Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1306 1626 497 1130 1623 315 975 981 0 0 617 623 0 0 Stage 1 989 989 - 631 631 - - - - - - - - - Stage 2 316 636 - 499 992 - - - - - - - - -Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - - -Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - -Pot Cap-1 Maneuver 120 103 524 161 104 687 350 712 - - 591 968 -- Stage 1 268 327 - 441 478 - - - - - - - - - Stage 2 675 475 - 527 326 - - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 118 101 520 158 102 683 532 532 - - 702 702 --Mov Cap-2 Maneuver 118 101 - 158 102 - - - - - - - - - Stage 1 266 324 - 435 472 - - - - - - - - - Stage 2 670 469 - 524 323 - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v36.22 10.28 0.13 0.06HCM LOS E BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 532 - - 118 683 702 - -HCM Lane V/C Ratio 0.013 - - 0.019 0.002 0.008 - -HCM Control Delay (s/veh) 11.9 - - 36.2 10.3 10.2 - -HCM Lane LOS B - - E B B - -HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 7th TWSC14: Site Driveway & Aspen St05/21/2024AM Peak 7th & Aspen 11:15 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 3.4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 4 7 1 1 5 0 1 0 4 0 0 0Future Vol, veh/h 4 7 1 1 5 0 1 0 4 0 0 0Conflicting Peds, #/hr 1 0 2 2 0 1 2 0 0 0 0 2Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 58 58 58 58 58 58 58 58 58 58 58 58Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 7 12 2 2 9 0 2 0 7 0 0 0Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 10 0 0 16 0 0 43 42 15 39 43 12 Stage 1 - - - - - - 29 29 - 13 13 - Stage 2 - - - - - - 14 13 - 26 30 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1623 - - 1615 - - 965 854 1071 971 853 1075 Stage 1 - - - - - - 993 875 - 1012 889 - Stage 2 - - - - - - 1011 889 - 997 874 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1622 - - 1612 - - 956 847 1068 958 846 1072Mov Cap-2 Maneuver - - - - - - 956 847 - 958 846 - Stage 1 - - - - - - 987 870 - 1010 887 - Stage 2 - - - - - - 1008 887 - 986 869 -Approach EB WB NB SBHCM Control Delay, s/v 2.41 1.21 8.48 0HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 1044 585 - - 300 - - -HCM Lane V/C Ratio 0.008 0.004 - - 0.001 - - -HCM Control Delay (s/veh) 8.5 7.2 0 - 7.2 0 - 0HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0 0 - - 0 - - - HCM 7th TWSC2: N 5th Ave & Tamarack St05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 143 14 12 181 10 26 8 6 10 4 13Future Vol, veh/h 1 143 14 12 181 10 26 8 6 10 4 13Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 6 6 0 1Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0Mvmt Flow 1 166 16 14 210 12 30 9 7 12 5 15Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 222 0 0 186 0 0 421 430 183 423 432 217 Stage 1 - - - - - - 180 180 - 244 244 - Stage 2 - - - - - - 242 250 - 179 188 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1359 - - 1401 - - 546 521 864 544 519 828 Stage 1 - - - - - - 827 754 - 764 708 - Stage 2 - - - - - - 766 704 - 827 748 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1359 - - 1397 - - 523 513 857 521 512 827Mov Cap-2 Maneuver - - - - - - 523 513 - 521 512 - Stage 1 - - - - - - 824 752 - 755 700 - Stage 2 - - - - - - 738 696 - 805 746 -Approach EB WB NB SBHCM Control Delay, s/v 0.05 0.45 12.11 11HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 553 11 - - 105 - - 632HCM Lane V/C Ratio 0.084 0.001 - - 0.01 - - 0.05HCM Control Delay (s/veh) 12.1 7.7 0 - 7.6 0 - 11HCM Lane LOS B A A - A A - BHCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 HCM 7th TWSC6: N 7th Ave & Site Driveway05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 3 0 0 0 0 955 0 0 829 2Future Vol, veh/h 0 0 3 0 0 0 0 955 0 0 829 2Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0Mvmt Flow 0 0 3 0 0 0 0 1085 0 0 942 2Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 472 - - 543 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 544 0 0 489 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 544 - - 489 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v11.66 0 0 0HCM LOS B AMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - 544 - - -HCM Lane V/C Ratio - - 0.006 - - -HCM Control Delay (s/veh) - - 11.7 0 - -HCM Lane LOS - - B A - -HCM 95th %tile Q(veh) - - 0 - - - Queues8: N 7th Ave & Tamarack St05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 108 190 1014 68 122 813v/c Ratio 0.54 0.57 0.42 0.07 0.28 0.30Control Delay (s/veh) 61.8 36.6 9.3 5.4 5.0 4.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 61.8 36.6 9.3 5.4 5.0 4.5Queue Length 50th (ft) 88 102 153 9 15 72Queue Length 95th (ft) 132 148 306 35 48 163Internal Link Dist (ft) 515 284 613Turn Bay Length (ft) 100 70 70Base Capacity (vph) 493 432 2359 971 510 2654Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.22 0.44 0.43 0.07 0.24 0.31Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 98 173 923 62 111 740Future Volume (veh/h) 98 173 923 62 111 740Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1736 1736 1736 1682 1750 1750Adj Flow Rate, veh/h 108 190 1014 68 122 813Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 1 1 1 5 0 0Cap, veh/h 238 268 2359 1013 430 2581Arrive On Green 0.14 0.14 0.72 0.72 0.04 0.78Sat Flow, veh/h 1654 1471 3386 1416 1667 3413Grp Volume(v), veh/h 108 190 1014 68 122 813Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1416 1667 1663Q Serve(g_s), s 7.8 15.8 16.4 1.9 2.4 9.4Cycle Q Clear(g_c), s 7.8 15.8 16.4 1.9 2.4 9.4Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 238 268 2359 1013 430 2581V/C Ratio(X) 0.45 0.71 0.43 0.07 0.28 0.32Avail Cap(c_a), veh/h 496 497 2359 1013 585 2581HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 51.0 50.0 7.6 5.5 5.5 4.3Incr Delay (d2), s/veh 1.4 3.5 0.6 0.1 0.4 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.4 6.1 5.4 0.5 0.7 2.8Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 52.3 53.4 8.2 5.7 5.8 4.6LnGrp LOS D D A A A AApproach Vol, veh/h 298 1082 935Approach Delay, s/veh 53.0 8.0 4.8Approach LOS D A ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 7.9 98.4 106.3 23.7Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0Max Q Clear Time (g_c+I1), s 4.4 18.4 11.4 17.8Green Ext Time (p_c), s 0.2 9.2 6.7 0.9Intersection SummaryHCM 7th Control Delay, s/veh 12.5HCM 7th LOS BNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 1Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 4 0 16 8 0 18 17 23 967 34 17 831 8Future Vol, veh/h 4 0 16 8 0 18 17 23 967 34 17 831 8Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - NoneStorage Length - - - - - - - 50 - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 -Grade, % - 0 - - 0 - - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 6 0 0 0 0 0 1 0 6 1 0Mvmt Flow 4 0 17 9 0 20 18 25 1051 37 18 903 9Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1559 2131 459 1655 2116 553 912 914 0 0 1097 0 0 Stage 1 947 947 - 1166 1166 - - - - - - - - Stage 2 613 1184 - 490 951 - - - - - - - -Critical Hdwy 7.5 6.5 7.02 7.5 6.5 6.9 6.4 4.1 - - 4.22 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - -Follow-up Hdwy 3.5 4 3.36 3.5 4 3.3 2.5 2.2 - - 2.26 - -Pot Cap-1 Maneuver 78 50 538 66 51 482 384 754 - - 609 - - Stage 1 285 343 - 210 271 - - - - - - - - Stage 2 452 265 - 534 341 - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 69 46 537 59 47 478 524 524 - - 604 - -Mov Cap-2 Maneuver 69 46 - 59 47 - - - - - - - - Stage 1 276 331 - 200 258 - - - - - - - - Stage 2 416 253 - 500 330 - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v22.42 34.59 0.48 0.22HCM LOS C DMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 524 - - 228 150 604 - -HCM Lane V/C Ratio 0.083 - - 0.095 0.189 0.031 - -HCM Control Delay (s/veh) 12.5 - - 22.4 34.6 11.1 - -HCM Lane LOS B - - C D B - -HCM 95th %tile Q(veh) 0.3 - - 0.3 0.7 0.1 - - HCM 7th TWSC14: Site Driveway & Aspen St05/21/2024PM Peak 7th & Aspen 11:58 am 05/21/2024 Existing Conditions (2024) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 3.6Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 11 21 2 2 6 2 2 2 5 1 0 2Future Vol, veh/h 11 21 2 2 6 2 2 2 5 1 0 2Conflicting Peds, #/hr 12 0 0 0 0 12 7 0 0 0 0 7Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 13 26 2 2 7 2 2 2 6 1 0 2Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 22 0 0 28 0 0 73 80 27 79 80 28 Stage 1 - - - - - - 54 54 - 25 25 - Stage 2 - - - - - - 19 27 - 54 55 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1607 - - 1599 - - 923 814 1055 914 814 1054 Stage 1 - - - - - - 964 854 - 997 878 - Stage 2 - - - - - - 1005 877 - 964 853 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1589 - - 1599 - - 905 796 1055 887 796 1035Mov Cap-2 Maneuver - - - - - - 905 796 - 887 796 - Stage 1 - - - - - - 956 847 - 985 867 - Stage 2 - - - - - - 994 866 - 947 846 -Approach EB WB NB SBHCM Control Delay, s/v 2.36 1.45 8.83 8.69HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 951 572 - - 343 - - 980HCM Lane V/C Ratio 0.012 0.008 - - 0.002 - - 0.004HCM Control Delay (s/veh) 8.8 7.3 0 - 7.3 0 - 8.7HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0 0 - - 0 - - 0 APPENDIX C CAPACITY CALCULATIONS – PHASES 1&2 (2026) & FUTURE (2039) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 54.4D3 52.6D7 NB 3.7A7 8.7A 14 SB 2.3A9 5.2A7 Intersection 6.4A --13.0B -- EB 0.0A0 0.0A0 WB 0.5A0 0.5A0 NB 10.7B1 12.2B1 SB 10.7B0 11.0B1 Intersection 1.5A --2.0A -- EB 30.2D2 51.3F3 WB 10.4B0 54.2F2 NB 0.5A1 1.0A1 SB 0.1A0 0.2A1 Intersection 1.6A --2.8A -- EB 1.0A0 1.9A0 WB 1.2A0 1.5A0 NB 8.5A0 8.9A0 SB 0.0A0 8.7A0 Intersection 2.0A --3.1A -- EB 0.0A0 11.8B0 WB 10.5B1 13.1B1 NB 0.0A0 0.0A0 SB 0.0A0 0.0A0 Intersection 0.2A --0.1A -- North Driveway & West Aspen Street Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & South Driveway North 7th Avenue & West Aspen Street Intersection Control Two-Way Stop-Control (NB/SB) North 5th Avenue & West Tamarack Street Intersection Control Signalized Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Tamarack Street Intersection Control Two-Way Stop-Control (NB/SB) Intersection Approach Phases 1&2 (2026) AM Peak PM Peak HCM 7th TWSC1: N 5th Ave & Tamarack St05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 1.5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 160 17 8 103 2 21 5 8 3 3 1Future Vol, veh/h 0 160 17 8 103 2 21 5 8 3 3 1Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 6 0 0 10 0 0 0 0 0 0 0Mvmt Flow 0 174 18 9 112 2 23 5 9 3 3 1Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 114 0 0 194 0 0 316 317 186 308 325 113 Stage 1 - - - - - - 185 185 - 130 130 - Stage 2 - - - - - - 131 132 - 178 194 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1488 - - 1391 - - 640 603 861 648 596 945 Stage 1 - - - - - - 821 750 - 878 792 - Stage 2 - - - - - - 877 791 - 829 744 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1488 - - 1388 - - 631 598 859 631 591 945Mov Cap-2 Maneuver - - - - - - 631 598 - 631 591 - Stage 1 - - - - - - 820 749 - 872 787 - Stage 2 - - - - - - 867 786 - 814 742 -Approach EB WB NB SBHCM Control Delay, s/v 0 0.54 10.71 10.67HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 667 1488 - - 127 - - 643HCM Lane V/C Ratio 0.055 - - - 0.006 - - 0.012HCM Control Delay (s/veh) 10.7 0 - - 7.6 0 - 10.7HCM Lane LOS B A - - A A - BHCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 HCM 7th TWSC6: N 7th Ave & Site Driveway05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0.2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 0 0 34 0 560 14 0 901 0Future Vol, veh/h 0 0 0 0 0 34 0 560 14 0 901 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 2 0Mvmt Flow 0 0 0 0 0 37 0 609 15 0 979 0Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 490 - - 312 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 530 0 0 690 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 530 - - 690 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v 0 10.51 0 0HCM LOS A BMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - - 690 - -HCM Lane V/C Ratio - - - 0.054 - -HCM Control Delay (s/veh) - - 0 10.5 - -HCM Lane LOS - - A B - -HCM 95th %tile Q(veh) - - - 0.2 - - Queues8: N 7th Ave & Tamarack St05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 53 77 555 88 160 952v/c Ratio 0.32 0.23 0.23 0.08 0.23 0.34Control Delay (s/veh) 51.5 8.1 7.2 3.8 3.7 4.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 51.5 8.1 7.2 3.8 3.7 4.2Queue Length 50th (ft) 40 0 58 5 14 67Queue Length 95th (ft) 68 31 155 35 63 204Internal Link Dist (ft) 511 284 452Turn Bay Length (ft) 100 70 70Base Capacity (vph) 431 487 2373 1052 786 2722Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.16 0.23 0.08 0.20 0.35Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 49 71 511 81 147 876Future Volume (veh/h) 49 71 511 81 147 876Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1668 1750 1709 1736 1736 1723Adj Flow Rate, veh/h 53 77 555 88 160 952Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 6 0 3 1 1 2Cap, veh/h 107 162 2530 1118 710 2768Arrive On Green 0.07 0.07 0.78 0.78 0.04 0.85Sat Flow, veh/h 1589 1483 3333 1435 1654 3359Grp Volume(v), veh/h 53 77 555 88 160 952Grp Sat Flow(s),veh/h/ln 1589 1483 1624 1435 1654 1637Q Serve(g_s), s 3.9 5.9 5.5 1.7 2.1 7.6Cycle Q Clear(g_c), s 3.9 5.9 5.5 1.7 2.1 7.6Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 107 162 2530 1118 710 2768V/C Ratio(X) 0.49 0.48 0.22 0.08 0.23 0.34Avail Cap(c_a), veh/h 437 469 2530 1118 944 2768HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 54.0 50.2 3.5 3.1 2.0 2.0Incr Delay (d2), s/veh 3.5 2.2 0.2 0.1 0.2 0.3Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.7 2.3 1.5 0.4 0.4 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 57.4 52.4 3.7 3.3 2.2 2.4LnGrp LOS E D A A A AApproach Vol, veh/h 130 643 1112Approach Delay, s/veh 54.4 3.7 2.3Approach LOS D A ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.0 98.9 106.9 13.1Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0Max Q Clear Time (g_c+I1), s 4.1 7.5 9.6 7.9Green Ext Time (p_c), s 0.4 4.4 8.4 0.4Intersection SummaryHCM 7th Control Delay, s/veh 6.4HCM 7th LOS ANotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 1.6Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 24 0 51 0 0 1 7 20 579 27 3 2 906 8Future Vol, veh/h 24 0 51 0 0 1 7 20 579 27 3 2 906 8Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - - NoneStorage Length - - - - - - - 50 - - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -Grade, % - 0 - - 0 - - - 0 - - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 3 0 0 0 3 13Mvmt Flow 26 0 55 0 0 1 8 22 629 29 3 2 985 9Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1379 1729 506 1215 1719 335 993 999 0 0 659 665 0 0 Stage 1 1006 1006 - 709 709 - - - - - - - - - Stage 2 373 723 - 506 1010 - - - - - - - - -Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - - -Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - -Pot Cap-1 Maneuver 106 89 517 139 91 666 341 701 - - 556 934 - - Stage 1 262 321 - 396 440 - - - - - - - - - Stage 2 625 434 - 522 320 - - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 101 85 513 119 87 663 522 522 - - 662 662 - -Mov Cap-2 Maneuver 101 85 - 119 87 - - - - - - - - - Stage 1 260 318 - 382 425 - - - - - - - - - Stage 2 606 419 - 463 317 - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v30.17 10.44 0.53 0.06HCM LOS D BMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 522 - - 223 663 662 - -HCM Lane V/C Ratio 0.056 - - 0.366 0.002 0.008 - -HCM Control Delay (s/veh) 12.3 - - 30.2 10.4 10.5 - -HCM Lane LOS B - - D B B - -HCM 95th %tile Q(veh) 0.2 - - 1.6 0 0 - - HCM 7th TWSC14: Site Driveway & Aspen St05/06/2024AM Peak 2026 7th & Aspen 11:15 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 4 23 1 1 5 0 1 0 4 0 0 0Future Vol, veh/h 4 23 1 1 5 0 1 0 4 0 0 0Conflicting Peds, #/hr 1 0 2 2 0 1 2 0 0 0 0 2Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 4 25 1 1 5 0 1 0 4 0 0 0Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 6 0 0 28 0 0 46 45 28 42 45 8 Stage 1 - - - - - - 36 36 - 9 9 - Stage 2 - - - - - - 10 9 - 34 37 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1628 - - 1598 - - 961 851 1054 966 850 1079 Stage 1 - - - - - - 984 869 - 1018 892 - Stage 2 - - - - - - 1017 892 - 987 868 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1626 - - 1595 - - 954 846 1052 958 845 1076Mov Cap-2 Maneuver - - - - - - 954 846 - 958 845 - Stage 1 - - - - - - 980 865 - 1016 891 - Stage 2 - - - - - - 1014 891 - 981 864 -Approach EB WB NB SBHCM Control Delay, s/v 1.03 1.21 8.51 0HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 1030 255 - - 300 - - -HCM Lane V/C Ratio 0.005 0.003 - - 0.001 - - -HCM Control Delay (s/veh) 8.5 7.2 0 - 7.3 0 - 0HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0 0 - - 0 - - - HCM 7th TWSC2: N 5th Ave & Tamarack St05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 156 19 15 195 10 27 8 6 10 4 14Future Vol, veh/h 1 156 19 15 195 10 27 8 6 10 4 14Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 6 6 0 1Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0Mvmt Flow 1 170 21 16 212 11 29 9 7 11 4 15Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 223 0 0 193 0 0 433 441 189 432 445 218 Stage 1 - - - - - - 185 185 - 250 250 - Stage 2 - - - - - - 248 255 - 182 195 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1358 - - 1392 - - 537 514 858 537 511 826 Stage 1 - - - - - - 821 750 - 759 704 - Stage 2 - - - - - - 761 700 - 824 743 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1358 - - 1388 - - 513 505 851 514 502 826Mov Cap-2 Maneuver - - - - - - 513 505 - 514 502 - Stage 1 - - - - - - 818 748 - 748 694 - Stage 2 - - - - - - 731 690 - 803 740 -Approach EB WB NB SBHCM Control Delay, s/v 0.04 0.52 12.23 11HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 543 10 - - 122 - - 631HCM Lane V/C Ratio 0.082 0.001 - - 0.012 - - 0.048HCM Control Delay (s/veh) 12.2 7.7 0 - 7.6 0 - 11HCM Lane LOS B A A - A A - BHCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 HCM 7th TWSC6: N 7th Ave & Site Driveway05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 3 0 0 18 0 1038 26 0 898 2Future Vol, veh/h 0 0 3 0 0 18 0 1038 26 0 898 2Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0Mvmt Flow 0 0 3 0 0 20 0 1128 28 0 976 2Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 489 - - 578 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 530 0 0 464 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 530 - - 464 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v11.83 13.1 0 0HCM LOS B BMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - 530 464 - -HCM Lane V/C Ratio - - 0.006 0.042 - -HCM Control Delay (s/veh) - - 11.8 13.1 - -HCM Lane LOS - - B B - -HCM 95th %tile Q(veh) - - 0 0.1 - - Queues8: N 7th Ave & Tamarack St05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 121 200 1079 77 135 855v/c Ratio 0.57 0.59 0.46 0.07 0.34 0.32Control Delay (s/veh) 62.7 39.4 10.3 5.7 5.7 4.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 62.7 39.4 10.3 5.7 5.7 4.7Queue Length 50th (ft) 99 117 174 11 17 81Queue Length 95th (ft) 145 164 338 40 52 174Internal Link Dist (ft) 515 284 613Turn Bay Length (ft) 100 70 70Base Capacity (vph) 493 433 2323 966 481 2634Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.25 0.46 0.46 0.08 0.28 0.32Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 111 184 993 71 124 787Future Volume (veh/h) 111 184 993 71 124 787Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1736 1736 1736 1695 1750 1750Adj Flow Rate, veh/h 121 200 1079 77 135 855Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 1 1 4 0 0Cap, veh/h 249 278 2336 1011 399 2558Arrive On Green 0.15 0.15 0.71 0.71 0.04 0.77Sat Flow, veh/h 1654 1471 3386 1428 1667 3413Grp Volume(v), veh/h 121 200 1079 77 135 855Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1428 1667 1663Q Serve(g_s), s 8.7 16.6 18.4 2.2 2.7 10.4Cycle Q Clear(g_c), s 8.7 16.6 18.4 2.2 2.7 10.4Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 249 278 2336 1011 399 2558V/C Ratio(X) 0.49 0.72 0.46 0.08 0.34 0.33Avail Cap(c_a), veh/h 496 498 2336 1011 553 2558HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 50.6 49.5 8.2 5.9 6.2 4.7Incr Delay (d2), s/veh 1.5 3.5 0.7 0.1 0.5 0.4Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.8 6.4 6.2 0.6 0.9 3.1Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 52.1 53.0 8.9 6.0 6.7 5.0LnGrp LOS D D A A A AApproach Vol, veh/h 321 1156 990Approach Delay, s/veh 52.6 8.7 5.2Approach LOS D A ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.0 97.4 105.4 24.6Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0Max Q Clear Time (g_c+I1), s 4.7 20.4 12.4 18.6Green Ext Time (p_c), s 0.2 10.0 7.2 1.0Intersection SummaryHCM 7th Control Delay, s/veh 13.0HCM 7th LOS BNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 2.8Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 16 0 47 8 0 19 20 67 1033 44 18 884 15Future Vol, veh/h 16 0 47 8 0 19 20 67 1033 44 18 884 15Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - NoneStorage Length - - - - - - - 50 - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 -Grade, % - 0 - - 0 - - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 0 0 0 1 0 6 1 0Mvmt Flow 17 0 51 9 0 21 22 73 1123 48 20 961 16Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1761 2379 492 1865 2363 594 977 979 0 0 1180 0 0 Stage 1 1010 1010 - 1345 1345 - - - - - - - - Stage 2 751 1369 - 521 1018 - - - - - - - -Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 6.4 4.1 - - 4.22 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - -Follow-up Hdwy 3.5 4 3.32 3.5 4 3.3 2.5 2.2 - - 2.26 - -Pot Cap-1 Maneuver 55 35 523 46 36 453 349 713 - - 566 - - Stage 1 261 320 - 163 222 - - - - - - - - Stage 2 374 216 - 512 317 - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 46 30 521 36 31 449 552 552 - - 561 - -Mov Cap-2 Maneuver 46 30 - 36 31 - - - - - - - - Stage 1 251 308 - 146 200 - - - - - - - - Stage 2 324 195 - 445 306 - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v51.26 54.23 0.96 0.23HCM LOS F FMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 552 - - 143 102 561 - -HCM Lane V/C Ratio 0.171 - - 0.478 0.289 0.035 - -HCM Control Delay (s/veh) 12.9 - - 51.3 54.2 11.7 - -HCM Lane LOS B - - F F B - -HCM 95th %tile Q(veh) 0.6 - - 2.2 1.1 0.1 - - HCM 7th TWSC14: Site Driveway & Aspen St05/06/2024PM Peak 2026 7th & Aspen 11:58 am 04/30/2024 Phases 1&2 (2026) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 3.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 11 30 2 2 6 2 2 2 5 1 0 2Future Vol, veh/h 11 30 2 2 6 2 2 2 5 1 0 2Conflicting Peds, #/hr 12 0 0 0 0 12 7 0 0 0 0 7Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 12 33 2 2 7 2 2 2 5 1 0 2Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 21 0 0 35 0 0 75 83 34 82 83 27 Stage 1 - - - - - - 58 58 - 24 24 - Stage 2 - - - - - - 18 25 - 58 59 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1608 - - 1590 - - 919 811 1045 911 811 1055 Stage 1 - - - - - - 959 851 - 999 879 - Stage 2 - - - - - - 1007 878 - 959 850 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1590 - - 1590 - - 903 795 1045 885 795 1036Mov Cap-2 Maneuver - - - - - - 903 795 - 885 795 - Stage 1 - - - - - - 952 844 - 986 868 - Stage 2 - - - - - - 996 867 - 945 843 -Approach EB WB NB SBHCM Control Delay, s/v 1.86 1.45 8.85 8.68HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 946 455 - - 343 - - 980HCM Lane V/C Ratio 0.01 0.008 - - 0.001 - - 0.003HCM Control Delay (s/veh) 8.8 7.3 0 - 7.3 0 - 8.7HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0 0 - - 0 - - 0 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) WB 53.0D4 49.2D9 NB 4.6A9 13.5B 24 SB 3.2A 12 8.4A 10 Intersection 7.1A --16.0B -- EB 0.0A0 0.0A0 WB 0.6A0 0.6A1 NB 11.6B1 14.0B1 SB 11.6B1 12.2B1 Intersection 1.8A --2.3A -- EB 71.1F4 245.0F6 WB 51.8F2 873.4F9 NB 0.5A1 1.0A1 SB 0.1A1 0.5A1 Intersection 3.5A --26.6D -- EB 0.7A0 0.9A0 WB 3.0A0 3.5A0 NB 9.0A1 9.4A1 SB 0.0A0 8.8A0 Intersection 4.3A --3.8A -- EB 0.0A0 13.5B0 WB 11.4B1 15.4C1 NB 0.0A0 0.0A0 SB 0.0A0 0.0A0 Intersection 0.2A --0.1A -- North 7th Avenue & South Driveway Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Tamarack Street Intersection Control Two-Way Stop-Control (NB/SB) North 5th Avenue & West Tamarack Street North 7th Avenue & West Aspen Street Intersection Control Two-Way Stop-Control (NB/SB) North Driveway & West Aspen Street Intersection Control Two-Way Stop-Control (EB/WB) Intersection Control Signalized Intersection Approach Future (2039) AM Peak PM Peak HCM 7th TWSC1: N 5th Ave & Tamarack St05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 1.8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 203 21 12 132 3 27 7 14 4 4 1Future Vol, veh/h 0 203 21 12 132 3 27 7 14 4 4 1Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 5 0 0 8 0 0 0 0 0 0 0Mvmt Flow 0 221 23 13 143 3 29 8 15 4 4 1Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 147 0 0 245 0 0 406 407 235 397 417 145 Stage 1 - - - - - - 234 234 - 171 171 - Stage 2 - - - - - - 172 173 - 225 245 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1448 - - 1332 - - 559 537 809 567 530 907 Stage 1 - - - - - - 774 715 - 835 761 - Stage 2 - - - - - - 835 760 - 782 707 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1448 - - 1330 - - 547 530 807 542 523 907Mov Cap-2 Maneuver - - - - - - 547 530 - 542 523 - Stage 1 - - - - - - 772 713 - 826 753 - Stage 2 - - - - - - 820 752 - 758 705 -Approach EB WB NB SBHCM Control Delay, s/v 0 0.63 11.56 11.57HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 600 1448 - - 146 - - 558HCM Lane V/C Ratio 0.087 - - - 0.01 - - 0.018HCM Control Delay (s/veh) 11.6 0 - - 7.7 0 - 11.6HCM Lane LOS B A - - A A - BHCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 HCM 7th TWSC6: N 7th Ave & Site Driveway05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0.2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 0 0 0 33 0 727 14 0 1161 0Future Vol, veh/h 0 0 0 0 0 33 0 727 14 0 1161 0Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 3 0 0 2 0Mvmt Flow 0 0 0 0 0 36 0 790 15 0 1262 0Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 631 - - 403 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 429 0 0 603 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 429 - - 603 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v 0 11.35 0 0HCM LOS A BMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - - 603 - -HCM Lane V/C Ratio - - - 0.059 - -HCM Control Delay (s/veh) - - 0 11.3 - -HCM Lane LOS - - A B - -HCM 95th %tile Q(veh) - - - 0.2 - - Queues8: N 7th Ave & Tamarack St05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 66 98 707 110 201 1212v/c Ratio 0.37 0.27 0.30 0.10 0.34 0.44Control Delay (s/veh) 52.8 7.3 8.3 4.8 4.6 5.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 52.8 7.3 8.3 4.8 4.6 5.0Queue Length 50th (ft) 50 0 85 10 20 104Queue Length 95th (ft) 80 34 212 48 78 290Internal Link Dist (ft) 511 284 452Turn Bay Length (ft) 100 70 70Base Capacity (vph) 435 508 2335 1036 704 2707Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.19 0.30 0.11 0.29 0.45Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 61 90 650 101 185 1115Future Volume (veh/h) 61 90 650 101 185 1115Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1682 1750 1709 1736 1736 1723Adj Flow Rate, veh/h 66 98 707 110 201 1212Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 5 0 3 1 1 2Cap, veh/h 131 189 2471 1092 603 2721Arrive On Green 0.08 0.08 0.76 0.76 0.05 0.83Sat Flow, veh/h 1602 1483 3333 1435 1654 3359Grp Volume(v), veh/h 66 98 707 110 201 1212Grp Sat Flow(s),veh/h/ln 1602 1483 1624 1435 1654 1637Q Serve(g_s), s 4.7 7.4 8.0 2.4 2.9 11.9Cycle Q Clear(g_c), s 4.7 7.4 8.0 2.4 2.9 11.9Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 131 189 2471 1092 603 2721V/C Ratio(X) 0.50 0.52 0.29 0.10 0.33 0.45Avail Cap(c_a), veh/h 440 475 2471 1092 831 2721HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 52.7 48.9 4.4 3.7 2.7 2.7Incr Delay (d2), s/veh 2.9 2.2 0.3 0.2 0.3 0.5Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.0 2.9 2.3 0.6 0.7 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 55.7 51.1 4.7 3.9 3.1 3.2LnGrp LOS E D A A A AApproach Vol, veh/h 164 817 1413Approach Delay, s/veh 53.0 4.6 3.2Approach LOS D A ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 8.4 96.7 105.2 14.8Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0Max Q Clear Time (g_c+I1), s 4.9 10.0 13.9 9.4Green Ext Time (p_c), s 0.5 5.9 12.3 0.5Intersection SummaryHCM 7th Control Delay, s/veh 7.1HCM 7th LOS ANotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 3.5Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 24 0 51 16 0 11 7 20 729 36 3 11 1146 8Future Vol, veh/h 24 0 51 16 0 11 7 20 729 36 3 11 1146 8Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - - NoneStorage Length - - - - - - - 50 - - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 -Grade, % - 0 - - 0 - - - 0 - - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 3 0 0 0 3 13Mvmt Flow 26 0 55 17 0 12 8 22 792 39 3 12 1246 9Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1741 2183 636 1533 2167 422 1254 1260 00 832 838 0 0 Stage 1 1286 1286 - 877 877 - - - - - - - - - Stage 2 455 896 - 656 1291 - - - - - - - - -Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - - -Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - -Pot Cap-1 Maneuver 57 47 425 81 48 586 232 559 - - 432 805 - - Stage 1 177 237 - 314 369 - - - - - - - - - Stage 2 560 361 - 425 236 - - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 52 44 422 66 45 583 382 382 - - 672 672 - -Mov Cap-2 Maneuver 52 44 - 66 45 - - - - - - - - - Stage 1 173 233 - 300 353 - - - - - - - - - Stage 2 527 345 - 364 232 - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v71.09 52.79 0.52 0.13HCM LOS F FMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 382 - - 130 104 672 - -HCM Lane V/C Ratio 0.077 - - 0.629 0.283 0.023 - -HCM Control Delay (s/veh) 15.2 - - 71.1 52.8 10.5 - -HCM Lane LOS C - - F F B - -HCM 95th %tile Q(veh) 0.2 - - 3.3 1.1 0.1 - - HCM 7th TWSC14: Site Driveway & Aspen St05/06/2024AM Peak 2039 7th & Aspen 11:15 am 04/30/2024 Future (2039) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 4.3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 4 24 16 5 7 0 27 0 10 0 0 0Future Vol, veh/h 4 24 16 5 7 0 27 0 10 0 0 0Conflicting Peds, #/hr 1 0 2 2 0 1 2 0 0 0 0 2Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 4 26 17 5 8 0 29 0 11 0 0 0Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 9 0 0 45 0 0 66 65 37 54 74 11 Stage 1 - - - - - - 45 45 - 19 19 - Stage 2 - - - - - - 20 19 - 35 54 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1625 - - 1575 - - 932 830 1041 949 821 1076 Stage 1 - - - - - - 973 861 - 1005 883 - Stage 2 - - - - - - 1003 883 - 986 854 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1623 - - 1572 - - 923 822 1039 932 813 1073Mov Cap-2 Maneuver - - - - - - 923 822 - 932 813 - Stage 1 - - - - - - 969 857 - 1000 879 - Stage 2 - - - - - - 998 879 - 973 850 -Approach EB WB NB SBHCM Control Delay, s/v 0.66 3.04 8.95 0HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 952 152 - - 750 - - -HCM Lane V/C Ratio 0.042 0.003 - - 0.003 - - -HCM Control Delay (s/veh) 8.9 7.2 0 - 7.3 0 - 0HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0.1 0 - - 0 - - - HCM 7th TWSC2: N 5th Ave & Tamarack St05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 1IntersectionInt Delay, s/veh 2.3Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 198 22 21 251 13 35 11 11 13 5 17Future Vol, veh/h 1 198 22 21 251 13 35 11 11 13 5 17Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 6 6 0 1Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 1 0 0 2 0 0 0 0 0 0 0Mvmt Flow 1 215 24 23 273 14 38 12 12 14 5 18Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 287 0 0 242 0 0 555 565 236 555 570 281 Stage 1 - - - - - - 232 232 - 326 326 - Stage 2 - - - - - - 322 333 - 229 244 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1287 - - 1336 - - 446 437 808 445 434 763 Stage 1 - - - - - - 775 716 - 691 652 - Stage 2 - - - - - - 694 648 - 778 708 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1287 - - 1332 - - 419 426 801 415 424 762Mov Cap-2 Maneuver - - - - - - 419 426 - 415 424 - Stage 1 - - - - - - 772 713 - 677 639 - Stage 2 - - - - - - 657 634 - 748 705 -Approach EB WB NB SBHCM Control Delay, s/v 0.04 0.57 13.97 12.24HCM LOS B BMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 463 8 - - 131 - - 535HCM Lane V/C Ratio 0.134 0.001 - - 0.017 - - 0.071HCM Control Delay (s/veh) 14 7.8 0 - 7.7 0 - 12.2HCM Lane LOS B A A - A A - BHCM 95th %tile Q(veh) 0.5 0 - - 0.1 - - 0.2 HCM 7th TWSC6: N 7th Ave & Site Driveway05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 2IntersectionInt Delay, s/veh 0.1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 0 3 0 0 16 0 1346 21 0 1163 2Future Vol, veh/h 0 0 3 0 0 16 0 1346 21 0 1163 2Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 0 - - 0 - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 1 0Mvmt Flow 0 0 3 0 0 17 0 1463 23 0 1264 2Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All - - 633 - - 743 - 0 0 - - 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Critical Hdwy - - 6.9 - - 6.9 - - - - - -Critical Hdwy Stg 1 - - - - - - - - - - - -Critical Hdwy Stg 2 - - - - - - - - - - - -Follow-up Hdwy - - 3.3 - - 3.3 - - - - - -Pot Cap-1 Maneuver 0 0 427 0 0 362 0 - - 0 - - Stage 1 0 0 - 0 0 - 0 - - 0 - - Stage 2 0 0 - 0 0 - 0 - - 0 - -Platoon blocked, % - - - -Mov Cap-1 Maneuver - - 427 - - 362 - - - - - -Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v13.49 15.44 0 0HCM LOS B CMinor Lane/Major Mvmt NBT NBREBLn1WBLn1 SBT SBRCapacity (veh/h) - - 427 362 - -HCM Lane V/C Ratio - - 0.008 0.048 - -HCM Control Delay (s/veh) - - 13.5 15.4 - -HCM Lane LOS - - B C - -HCM 95th %tile Q(veh) - - 0 0.2 - - Queues8: N 7th Ave & Tamarack St05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 3Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 151 253 1372 95 167 1095v/c Ratio 0.65 0.63 0.64 0.10 0.49 0.42Control Delay (s/veh) 64.8 42.7 17.4 8.7 9.9 5.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay (s/veh) 64.8 42.7 17.4 8.7 9.9 5.9Queue Length 50th (ft) 123 172 331 19 25 130Queue Length 95th (ft) 177 212 583 59 74 242Internal Link Dist (ft) 515 284 613Turn Bay Length (ft) 100 70 70Base Capacity (vph) 493 439 2139 892 379 2589Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.31 0.58 0.64 0.11 0.44 0.42Intersection Summary HCM 7th Signalized Intersection Summary 8: N 7th Ave & Tamarack St05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 4Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 139 233 1262 87 154 1007Future Volume (veh/h) 139 233 1262 87 154 1007Initial Q (Qb), veh 0 0 0 0 0 0Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1736 1736 1736 1695 1750 1750Adj Flow Rate, veh/h 151 253 1372 95 167 1095Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 1 1 1 4 0 0Cap, veh/h 305 342 2193 949 292 2446Arrive On Green 0.18 0.18 0.66 0.66 0.05 0.74Sat Flow, veh/h 1654 1471 3386 1427 1667 3413Grp Volume(v), veh/h 151 253 1372 95 167 1095Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1427 1667 1663Q Serve(g_s), s 10.7 20.7 31.0 3.1 3.9 16.9Cycle Q Clear(g_c), s 10.7 20.7 31.0 3.1 3.9 16.9Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 305 342 2193 949 292 2446V/C Ratio(X) 0.50 0.74 0.63 0.10 0.57 0.45Avail Cap(c_a), veh/h 496 512 2193 949 430 2446HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 47.6 46.3 12.5 7.8 13.0 6.8Incr Delay (d2), s/veh 1.2 3.2 1.4 0.2 1.8 0.6Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.6 8.0 11.0 1.0 2.0 5.4Unsig. Movement Delay, s/vehLnGrp Delay(d), s/veh 48.8 49.4 13.9 8.0 14.8 7.4LnGrp LOS D D B A B AApproach Vol, veh/h 404 1467 1262Approach Delay, s/veh 49.2 13.5 8.4Approach LOS D B ATimer - Assigned Phs 1 2 6 8Phs Duration (G+Y+Rc), s 9.2 91.8 101.0 29.0Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0Max Q Clear Time (g_c+I1), s 5.9 33.0 18.9 22.7Green Ext Time (p_c), s 0.3 12.5 10.3 1.2Intersection SummaryHCM 7th Control Delay, s/veh 16.0HCM 7th LOS BNotes* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th TWSC10: N 7th Ave & Aspen St05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 5IntersectionInt Delay, s/veh 26.6Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 16 0 47 28 0 36 19 67 1301 77 37 1115 15Future Vol, veh/h 16 0 47 28 0 36 19 67 1301 77 37 1115 15Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free FreeRT Channelized - - None - - None - - - None - - NoneStorage Length - - - - - - - 50 - - 50 - -Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 -Grade, % - 0 - - 0 - - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 2 0 0 0 0 0 1 0 3 1 0Mvmt Flow 17 0 51 30 0 39 21 73 1414 84 40 1212 16Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 2197 2996 617 2339 2963 758 1228 1230 00 1507 0 0 Stage 1 1303 1303 - 1652 1652 - - - - - - - - Stage 2 894 1694 - 687 1311 - - - - - - - -Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 6.4 4.1 - - 4.16 - -Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - -Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - -Follow-up Hdwy 3.5 4 3.32 3.5 4 3.3 2.5 2.2 - - 2.23 - -Pot Cap-1 Maneuver 26 14 433 ~ 20 15 354 241 573 - - 435 - - Stage 1 173 233 - 105 158 - - - - - - - - Stage 2 306 150 - 408 231 - - - - - - - -Platoon blocked, % - - - -Mov Cap-1 Maneuver 18 11 432 ~ 14 12 351 417 417 - - 432 - -Mov Cap-2 Maneuver 18 11 - ~ 14 12 - - - - - - - - Stage 1 156 211 - 91 138 - - - - - - - - Stage 2 240 131 - 326 209 - - - - - - - -Approach EB WB NB SBHCM Control Delay, s/v244.95 $ 873.44 0.95 0.45HCM LOS F FMinor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBRCapacity (veh/h) 417 - - 64 30 432 - -HCM Lane V/C Ratio 0.224 - - 1.076 2.3 0.093 - -HCM Control Delay (s/veh) 16.1 - - 244.9$ 873.4 14.2 - -HCM Lane LOS C - - F F B - -HCM 95th %tile Q(veh) 0.9 - - 5.4 8.1 0.3 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC14: Site Driveway & Aspen St05/06/2024PM Peak 2039 7th & Aspen 11:58 am 04/30/2024 Future (2039) Synchro 12 ReportPage 6IntersectionInt Delay, s/veh 3.8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 11 36 39 9 8 2 31 2 10 1 0 2Future Vol, veh/h 11 36 39 9 8 2 31 2 10 1 0 2Conflicting Peds, #/hr 12 0 0 0 0 12 7 0 0 0 0 7Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop StopRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - - - - - - - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0Mvmt Flow 12 39 42 10 9 2 34 2 11 1 0 2Major/Minor Major1 Major2 Minor1 Minor2Conflicting Flow All 23 0 0 82 0 0 120 127 60 105 147 29 Stage 1 - - - - - - 84 84 - 41 41 - Stage 2 - - - - - - 35 42 - 64 105 -Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 -Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 -Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3Pot Cap-1 Maneuver 1605 - - 1529 - - 861 768 1011 879 748 1052 Stage 1 - - - - - - 929 829 - 978 864 - Stage 2 - - - - - - 986 864 - 952 812 -Platoon blocked, % - - - -Mov Cap-1 Maneuver 1587 - - 1529 - - 841 748 1011 845 729 1033Mov Cap-2 Maneuver - - - - - - 841 748 - 845 729 - Stage 1 - - - - - - 921 822 - 961 849 - Stage 2 - - - - - - 971 848 - 932 805 -Approach EB WB NB SBHCM Control Delay, s/v 0.93 3.49 9.37 8.76HCM LOS A AMinor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1Capacity (veh/h) 870 209 - - 820 - - 962HCM Lane V/C Ratio 0.054 0.008 - - 0.006 - - 0.003HCM Control Delay (s/veh) 9.4 7.3 0 - 7.4 0 - 8.8HCM Lane LOS A A A - A A - AHCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 APPENDIX D TRAFFIC SIGNAL WARRANT WORKSHEETS x x xxxxxxxxxxxxxxxxxx------ Yes Nox Phases 1&2 (2026) Future (2039) TRAFFIC SIGNAL WARRANTS Existing Conditions (2024) 1. Eight-Hour Vehicular Volume North 7th Avenue & West Aspen Street 7. Crash History 8. Roadway Network 9. Intersection Near a Grade Crossing Signals Warranted 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Existing (2023)HourBeginNBSBEBWB0:00 0 0 0 0 0 01:00 0 0 0 0 0 02:00 0 0 0 0 0 03:00 0 0 0 0 0 04:00 0 0 0 0 0 05:00 91 112 0 0 203 06:00 185 272 0 1 457 17:00 382 596 2 0 978 28:00 572 832 6 1 1404 69:00 497 577 9 4 1074 910:00 559 595 14 3 1154 1411:00 667 671 14 12 1338 1412:00 795 740 10 23 1535 2313:00 730 682 17 15 1412 1714:00 789 691 12 11 1480 1215:00 905 727 9 15 1632 1516:00 970 719 15 17 1689 1717:00 968 877 20 23 1845 2318:00 660 687 14 23 1347 2319:00 443 430 12 29 873 2920:00 390 280 4 19 670 1921:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00000000TOTAL9603948815819619091224Condition A - Minimum Vehicular Volume (100% Columns): HrsNo 0Condition B - Interruption of Continuous Traffic (100% Columns):No 0Combination of Conditions A & B (80% Columns):No 0No 0Warrant 1 Satisfied?NoProject Description:Warrant 1: Eight-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Major Street Total (Both Approaches)Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total > 600 and Higher Minor Street Total > 150 for 8 hours?Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours?Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours?Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours?Higher Volume Minor Approach Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2026) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 103 120 0 0 223 0 6:00 209 291 0 1 500 1 7:00 432 637 13 0 1069 13 8:00 646 889 38 1 1535 38 9:00 562 616 56 4 1178 56 10:00 632 635 88 3 1267 88 11:00 754 717 88 12 1471 88 12:00 898 790 63 24 1688 63 13:00 825 728 107 16 1553 107 14:00 892 738 75 11 1630 75 15:00 1023 776 56 16 1799 56 16:00 1096 768 94 18 1864 94 17:00 1094 937 125 24 2031 125 18:00 746 734 88 24 1480 88 19:00 501 459 75 30 960 75 20:00 441 299 25 20 740 25 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00000000 TOTAL 10854 10134 991 204 20988 992 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): Yes 8 Combination of Conditions A & B (80% Columns): No 1 Yes 9 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2039) Hour Begin NB SB EB WB 0:00 0 0 0 0 0 0 1:00 0 0 0 0 0 0 2:00 0 0 0 0 0 0 3:00 0 0 0 0 0 0 4:00 0 0 0 0 0 0 5:00 129 152 0 0 281 0 6:00 262 369 0 3 631 3 7:00 542 810 13 0 1352 13 8:00 812 1130 38 3 1942 38 9:00 705 784 56 13 1489 56 10:00 793 808 88 10 1601 88 11:00 946 911 88 40 1857 88 12:00 1128 1005 63 78 2133 78 13:00 1036 926 107 51 1962 107 14:00 1119 939 75 37 2058 75 15:00 1284 988 56 51 2272 56 16:00 1376 977 94 57 2353 94 17:00 1373 1191 125 78 2564 125 18:00 936 933 88 78 1869 88 19:00 629 584 75 98 1213 98 20:00 553 380 25 64 933 64 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00000000 TOTAL 13623 12887 991 661 26510 1071 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): Yes 9 Combination of Conditions A & B (80% Columns): No 1 Yes 10 Warrant 1 Satisfied?Yes Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Existing (2023)HourBegin NB SB EB WB0:00 0 0 0 0 0 01:00 0 0 0 0 0 02:00 0 0 0 0 0 03:00 0 0 0 0 0 04:00 0 0 0 0 0 05:00 91 112 0 0 203 06:00 185 272 0 1 457 17:00 382 596 2 0 978 28:00 572 832 6 1 1404 69:00 497 577 9 4 1074 910:00 559 595 14 3 1154 1411:00 667 671 14 12 1338 1412:00 795 740 10 23 1535 2313:00 730 682 17 15 1412 1714:00 789 691 12 11 1480 1215:00 905 727 9 15 1632 1516:00 970 719 15 17 1689 1717:00 968 877 20 23 1845 2318:00 660 687 14 23 1347 2319:00 443 430 12 29 873 2920:00 390 280 4 19 670 1921:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 9603 9488 158 196 19091 224Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs)Warrant 2 Satisfied?NoProject Description:Warrant 2: Four-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Higher Volume Minor ApproachJurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total (Both Approaches) Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2026)HourBegin NB SB EB WB0:00 0 0 0 0 0 01:00 0 0 0 0 0 02:00 0 0 0 0 0 03:00 0 0 0 0 0 04:00 0 0 0 0 0 05:00 103 120 0 0 223 06:00 209 291 0 1 500 17:00 432 637 13 0 1069 138:00 646 889 38 1 1535 389:00 562 616 56 4 1178 5610:00 632 635 88 3 1267 8811:00 754 717 88 12 1471 8812:00 898 790 63 24 1688 6313:00 825 728 107 16 1553 10714:00 892 738 75 11 1630 7515:00 1023 776 56 16 1799 5616:00 1096 768 94 18 1864 9417:00 1094 937 125 24 2031 12518:00 746 734 88 24 1480 8819:00 501 459 75 30 960 7520:00 441 299 25 20 740 2521:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 10854 10134 991 204 20988 992Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (5 hrs)Warrant 2 Satisfied?YesProject Description:Warrant 2: Four-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Higher Volume Minor ApproachJurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total (Both Approaches) Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2039)HourBegin NB SB EB WB0:00 0 0 0 0 0 01:00 0 0 0 0 0 02:00 0 0 0 0 0 03:00 0 0 0 0 0 04:00 0 0 0 0 0 05:00 129 152 0 0 281 06:00 262 369 0 3 631 37:00 542 810 13 0 1352 138:00 812 1130 38 3 1942 389:00 705 784 56 13 1489 5610:00 793 808 88 10 1601 8811:00 946 911 88 40 1857 8812:00 1128 1005 63 78 2133 7813:00 1036 926 107 51 1962 10714:00 1119 939 75 37 2058 7515:00 1284 988 56 51 2272 5616:00 1376 977 94 57 2353 9417:00 1373 1191 125 78 2564 12518:00 936 933 88 78 1869 8819:00 629 584 75 98 1213 9820:00 553 380 25 64 933 6421:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 13623 12887 991 661 26510 1071Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (6 hrs)Warrant 2 Satisfied?YesProject Description:Warrant 2: Four-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Higher Volume Minor ApproachJurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total (Both Approaches) Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Existing (2023)Category A:Peak Period: PMTotal stopped time delay for minor approach > 4 veh-hrs?No (0.25)High minor approach volume > 100 for peak hour?No (26)Total entering volume > 800 for peak hour?Yes (1943)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?NoWarrant 3 Satisfied?NoHigh Minor Approach Volume (vehs) 26Total Entering Volume (vehs) 1943PM Peak Hour 4:45 -5:45 PMHigh Minor Total Stopped Time Delay (hrs) 0.25Total Volume of Major Approaches (vehs) 1897Total Volume of Major Approaches (vehs) 1412High Minor Approach Volume (vehs) 2Total Entering Volume (vehs) 1415AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.02Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2026)Category A:Peak Period: AMTotal stopped time delay for minor approach > 4 veh-hrs?No (0.90)High minor approach volume > 100 for peak hour?No (63)Total entering volume > 800 for peak hour?Yes (2171)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?NoWarrant 3 Satisfied?No21716320810.904:45 -5:45 PMHigh Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 1552High Minor Approach Volume (vehs) 75Total Volume of Major Approaches (vehs) 1628AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.63Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart5/6/2024240947th & Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2039)Category A:Peak Period: AMTotal stopped time delay for minor approach > 4 veh-hrs?Yes (15.50)High minor approach volume > 100 for peak hour?No (64)Total entering volume > 800 for peak hour?Yes (2758)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?NoWarrant 3 Satisfied?NoWarrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number:High Minor Total Stopped Time Delay (hrs) 1.48Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):AM Peak Hour 7:45 - 8:45 AMPM Peak Hour 4:45 -5:45 PMTotal Entering Volume (vehs) 2758High Minor Total Stopped Time Delay (hrs) 15.50Total Volume of Major Approaches (vehs) 2631High Minor Approach Volume (vehs) 64High Minor Approach Volume (vehs) 75Total Entering Volume (vehs) 2062Total Volume of Major Approaches (vehs) 1960 Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Existing (2023) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 0 0 1:00 0 0 2:00 0 0 3:00 0 0 4:00 0 0 5:00 203 2 6:00 457 1 7:00 978 2 8:00 1404 5 9:00 1074 2 10:00 1154 3 11:00 1338 3 12:00 1535 5 13:00 1412 7 14:00 1480 4 15:00 1632 3 16:00 1689 7 17:00 1845 10 18:00 1347 20 19:00 873 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 670 5 representing the vehicles per hour on the major street and the corresponding 21:00 0 0 pedestrians per hour crossing the major street fall above the curve in 22:00 0 0 Figure 4C-5?No 23:00 0 0 TOTAL 19,091 91 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2026) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 0 0 1:00 0 0 2:00 0 0 3:00 0 0 4:00 0 0 5:00 223 2 6:00 500 1 7:00 1069 2 8:00 1535 5 9:00 1178 2 10:00 1267 3 11:00 1471 3 12:00 1688 5 13:00 1553 7 14:00 1630 4 15:00 1799 3 16:00 1864 7 17:00 2031 10 18:00 1480 20 19:00 960 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 740 5 representing the vehicles per hour on the major street and the corresponding 21:00 0 0 pedestrians per hour crossing the major street fall above the curve in 22:00 0 0 Figure 4C-5?No 23:00 0 0 TOTAL 20,988 91 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 0 0 1:00 0 0 2:00 0 0 3:00 0 0 4:00 0 0 5:00 281 2 6:00 631 1 7:00 1352 2 8:00 1942 5 9:00 1489 2 10:00 1601 3 11:00 1857 3 12:00 2133 5 13:00 1962 7 14:00 2058 4 15:00 2272 3 16:00 2353 7 17:00 2564 10 18:00 1869 20 19:00 1213 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 933 5 representing the vehicles per hour on the major street and the corresponding 21:00 0 0 pedestrians per hour crossing the major street fall above the curve in 22:00 0 0 Figure 4C-5?No 23:00 0 0 TOTAL 26,510 91 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Existing (2023) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?No Warrant 5 Satisfied?No Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?Yes Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Existing (2023) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2026) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 5/6/2024 24094 7th & Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2039) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?Yes Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network General Information Agency/Company: Date: Project Number: Project Description: