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Home My WebLink About007 - Appendix F - Traffic Impact Study 8 ASPEN DEVELOPMENT TRAFFIC IMPACT STUDY 23505 Mr. Kyle Scarr, PE TD&H Engineering 234 E Babcock Street, Suite 3 Bozeman, MT 59715 January 2024 8 Aspen 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 ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 11 Traffic Volumes................................................................................................................................ 11 Intersection Capacity ....................................................................................................................... 11 Mitigation Alternatives ..................................................................................................................... 15 CONCLUSIONS AND RECOMMENDATIONS ......................................................................................... 16 Conclusions .................................................................................................................................... 16 Recommendations ........................................................................................................................... 18 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) APPENDIX C – CAPACITY CALCULATIONS – FULL BUILDOUT (2026) & FUTURE (2038) 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 8 Aspen 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 (2023) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 12 FIGURE 6: FULL BUILDOUT (2026) TRAFFIC PROJECTIONS .................................................................... 13 FIGURE 7: FUTURE (2038) TRAFFIC PROJECTIONS ................................................................................. 14 8 Aspen TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed development of the 8 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 8 Aspen Development is located in north Bozeman, Montana. The site is bordered by West Aspen Street to the south, Gallatin Valley Furniture to the north, U-Haul Moving & Storage to the east, and undeveloped land to the west. Figure 1 on the following page depicts the designated study area. SITE DEVELOPMENT PLAN The site development plan for the 8 Aspen Development proposes construction of a seven-story building to include 295 one-bedroom/studio units distributed over the upper five floors. The first and second floors are proposed to include 148 indoor parking spaces, 2,445 square-feet of commercial space, a private gym, administrative uses, and approximately 8,256 square-feet dedicated to storage. Additionally, 38 outdoor on-site parking spaces are proposed and approximately 25 street parking spaces are anticipated to be available. Access to the 8 Aspen Development site is proposed via two (2) full-movement approaches on West Aspen Street and North 8th Avenue. Access to the first level of indoor parking is proposed from the east side of the site and access to the second level ramp is proposed from an approach on the north side of the site. Figure 2 on page three shows the current proposed site plan for the 8 Aspen Development. EXISTING CONDITIONS Streets Figure 3 on page four 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. Durston Road has a three-lane section with a two-way left-turn lane (TWLTL) west of North 7th Avenue. All other streets generally have a two-lane section with parallel parking on both sides. There is curb and gutter on all study area streets. 8 Aspen TIS 2 Figure 1: Study Area 8 Aspen TIS 3 Figure 2: Site Layout 8 Aspen TIS 4 Figure 3: Street and Intersection Characteristics 8 Aspen 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 North 7th Avenue/West Peach Street intersection has northbound and southbound auxiliary left-turn lanes and a southbound right-turn lane. The eastbound approach has a dedicated left-turn lane and a shared left-/thru/right-turn lane. The traffic signal operates with protected/permissive phasing for northbound and southbound left turns, with split phasing for the eastbound and westbound approaches. There is also an overlap phase for southbound right turns. The stop-controlled intersections of North 7th Avenue with West Juniper Street and West Aspen Street each have dedicated northbound and southbound left-turn lanes with no auxiliary lanes on the minor approaches. The stop-controlled North 11th Avenue/Durston Road intersection has separate northbound left- and right-turn lanes and the North 8th Avenue/Durston Road intersection has no dedicated turn lanes. Bicycle/Pedestrian Facilities There are sidewalks along all streets within the study area except North 8th Avenue, which functions just as an access road into an apartment complex. There are designated bike lanes in both directions on Durston Road and West Peach Street, and West Tamarack Street has a westbound bike lane and eastbound bike “sharrows”. 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. 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 (2023) 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 (2023) intersection capacity calculations were performed for the study area intersections using Synchro, Version 11, which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). 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. 8 Aspen TIS 6 Figure 4: Existing Conditions (2023) Peak Hour Traffic Volumes 8 Aspen TIS 7 The results of the Existing Conditions (2023) intersection capacity calculations show that the two (2) signalized intersections of North 7th Avenue/West Tamarack Street and North 7th Avenue/West Peach Street currently operate at LOS D on at least one (1) approach during both peak hours. At least one (1) minor approach at each of the stop-controlled intersections of North 7th Avenue with West Juniper Street and West Aspen Street operate at LOS E or worse during both peak hours. The North 11th Avenue/Durston Road and North 8th Avenue/Durston Road intersections currently operate at LOS C or better on all approaches during both peak hours. Queues are very lengthy on all approaches at the North 7th Avenue/West Peach Street intersection, with moderate queueing at the North 7th Avenue/West Tamarack Street intersection. Figure 4 also shows the Existing Conditions (2023) 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, respectively, illustrate the results of that analysis. 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 peak hour counts. Crash rates for study area intersections ranged from 0.03 crashes/MVE to 0.24 crashes/MVE, 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 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 Juniper St1895344000.800.121.001.260.18N 7th Ave & W Tamarack St2057411000.200.031.001.920.26N 7th Ave & W Aspen St1891732100.600.091.671.270.18N 11th Ave & Durston Rd1150854101.000.241.401.130.27N 8th Ave & Durston Rd952610100.200.063.000.210.06N 7th Ave & W Peach St2480197201.800.201.443.400.381 Daily Entering Volume (DEV) estimated from 2023 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 8 Aspen TIS 8 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 on the previous page. 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 severity index was found to be 3.00 at the intersection of North 8th Avenue/Durston Road due to the only reported crash resulting in an injury. 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. Rear end, right-angle, and left-turn, opposite direction crashes were found to be the most common collision types in the study area. Two (2) rear end crashes were reported at each of the unsignalized intersections of North 7th Avenue/West Juniper Street and North 11th Avenue/Durston Road. Rear end crashes typically occur at stop-controlled intersections due to slowing turning vehicles on the major road or vehicles beginning to enter the intersection from the minor road and stopping due to conflicting vehicles, pedestrians, or bicycles, with following vehicles then hitting the lead vehicle. Both rear end crashes at each intersection occurred on the major road, signaling that they may have been due to vehicles turning from a shared lane or due to traffic queued back from nearby traffic signals. Both crashes at the North 11th Avenue/Durston Road intersection involved westbound vehicles. Rear end crashes were also reported at the signalized intersection of North 7th avenue/West Peach Street. Rear end collisions commonly occur at signalized intersections because the signalized control is dynamic, thereby requiring drivers to recognize and react to changing conditions in real time. High speeds approaching signalized intersections allow drivers less response time, which creates an opportunity for an increased chance of rear end collisions. Another potential contributing factor for rear end collisions at a signalized intersection is a yellow change interval that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook, it was found that the yellow clearance time for the eastbound approach is inadequate for the approach speed limit of 30-mph. The eastbound yellow time should be increased from 3.0 seconds to 3.2 seconds. One (1) right-angle crash was reported at each of the unsignalized intersections of North 11th Avenue/Durston Road and North 8th Avenue/Durston Road. 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, Table 2: Crash History – Collision Type Rear EndRight AngleLT, OD LT, SDFixed ObjectTotalN 7th Ave & W Juniper St224N 7th Ave & W Tamarack St11N 7th Ave & W Aspen St123N 11th Ave & Durston Rd2125N 8th Ave & Durston Rd11N 7th Ave & W Peach St23229Collision Type 8 Aspen TIS 9 drivers incorrectly detecting speeds of approaching vehicles, and/or high speeds on the main roadway. Both crashes involved northbound left-turning vehicles colliding with eastbound thru vehicles on Durston Road. Right-angle crashes were the most common collision type at the North 7th Avenue/West Peach Street intersection, comprising three (3) of nine (9) crashes (33 percent), two (2) of which involved southbound and eastbound vehicles. Right-angle crashes typically occur at signalized intersections when there is an increased presence of red-light-running. Two (2) left-turn, same direction (LT, SD) crashes were reported at this intersection, which may also be due to red-light-running. It is suggested that there be an increase in physical presence of enforcement to target red-light-running at this intersection and improve safety. Left-turn, opposite direction (LT, OD) crashes were also prevalent at both signalized and unsignalized intersections in the study area and were reported at four (4) of six (6) study 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 Juniper Street intersection, both LT, OD crashes involved southbound left-turning and northbound thru vehicles. 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. One (1) of the LT, OD collisions at the North 7th Avenue/West Peach Street intersection involved an impaired driver and wet roadway conditions. Two (2) fixed object crashes were also reported at each of the North 7th Avenue/West Aspen Street and North 11th Avenue/Durston Road intersections. Both crashes at the North 7th Avenue/West Aspen Street intersection 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. At the North 11th Avenue/Durston Road intersection, one (1) fixed object crash involved a northbound vehicle hitting two (2) parked cars in snowy roadway conditions and the other involved an impaired driver striking a tree. In total, seven (7) of 23 crashes in the study area (30 percent) involved an impaired driver, and three (3) of those were reported as hit-and-run crashes, all at the North 7th Avenue/West Peach Street intersection. Eight (8) crashes in the study area (35 percent) occurred at night, with and without street lighting. Other cited contributing factors to crashes included wet, snowy, or icy roadway conditions. No other crash trends were noted in the study area. It is important to note that all of the previous evaluations 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 221 – Multifamily Housing (Mid-Rise) and Land Use 822 – Strip Retail Plaza (<40k), were utilized to project trip generation for the 8 Aspen Development. Table 3 on the following page illustrates the results of the trip generation calculations for the site. 8 Aspen TIS 10 At full buildout, the 8 Aspen Development is projected to generate a total of 1,472 gross average weekday trips with 115 trips (29 entering/86 exiting) generated during the AM peak hour and 131 trips (78 entering/53 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. The site is projected to generate a total of 44 daily IC trips between the residential units and the commercial spaces, with 2 IC trips (1 entering/1 exiting) during the AM peak hour and 6 IC trips (3 entering/3 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 38 daily weekday pass-by trips are projected for the site, with 2 trips (1 entering/1 exiting) during the AM peak hour, 4 trips (2 entering/2 exiting) during the PM peak hour. A portion of the external trips generated by the 8 Aspen Development could 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, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. Table 3: Trip Generation Summary IntensityUnitstotalenterexittotalenterexittotalenterexitMultifamily Housing (Mid-Rise)1295Dwelling Units13396706691092584115704522139101321Strip Retail Plaza (<40k)22.451000 SF GFA1336766642168822913110312Pass-By Trips** (Avg. Rate = 34%)382018211422147273773511529861317853442222211633382018211422139069569511127841217348(1)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)(2)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, 2017Internal 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** 8 Aspen TIS 11 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. Figure 5 on page 12 presents the calculated trip distribution scheme for Full Buildout (2026) of this study. 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 Full Buildout (2026) of the 8 Aspen Development were assigned to the study area intersections for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercise for Full Buildout (2026) are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes Based on information from the Client, a buildout year of 2026 was utilized for calculating Full Buildout (2026) traffic projections. In addition, a 15-year Future (2038) horizon was also evaluated. 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 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. Full Buildout (2026) and Future (2038) traffic projections for the 8 Aspen Development were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. Figures 6 and 7 on pages 13 and 14 illustrate the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Full Buildout (2026) and Future (2038) scenarios based on the AM and PM peak hour traffic volume projections presented in Figures 6 and 7. 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 6 and 7 also show the Full Buildout (2026) and Future (2038) LOS results at each intersection, respectively. 8 Aspen TIS 12 Figure 5: Trip Distribution and Traffic Assignment Summary 8 Aspen TIS 13 Figure 6: Full Buildout (2026) Traffic Projections 8 Aspen TIS 14 Figure 7: Future (2038) Traffic Projections 8 Aspen TIS 15 Full Buildout (2026) capacity results are projected to be similar to Existing Conditions (2023), with worsening delay at most approaches with existing capacity deficiencies. Most approaches at the North 7th Avenue/West Peach Street intersection, the eastbound approach at the North 7th Avenue/West Juniper Street intersection, and both minor approaches at the North 7th Avenue/West Aspen Street intersection are projected to operate at LOS E or worse during the PM peak hour. The stop-controlled intersections along Durston Road are projected to continue to operate at LOS C or better. Queuing is projected to continue to be very lengthy at the North 7th Avenue/West Peach Street intersection. Moderate 95th percentile queuing is also projected on the minor approaches at the North 7th Avenue/West Aspen Street and North 11th Avenue/Durston Road intersections during the PM peak hour. Future (2038) capacity results project worsening delay at all intersections with deficiencies in the Full Buildout (2026) scenario. Additionally, the northbound approach at the North 11th Avenue/Durston Road intersection is projected to operate at LOS D in the AM peak hour and LOS F during the PM peak hour. Delay on multiple approaches at the North 7th Avenue/West Aspen Street and North 7th Avenue/West Peach Street intersections is projected to become extreme in the PM peak hour. The North 8th Avenue/Durston Road intersection is projected to remain at LOS C or better on all approaches. Detailed intersection capacity summary tables and capacity calculation worksheets for the Full Buildout (2026) and Future (2038) traffic projection scenarios can be found in Appendix C. 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 and North 11th Avenue/Durston Road intersections using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2023), Full Buildout (2026) and Future (2038) 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 either 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 (2023), Full Buildout (2026), and Future (2038) scenarios can be found in Appendix E. 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 Full Buildout (2026) and Future (2038) scenarios. However, it is unlikely that a traffic signal would be installed at this intersection due to its proximity to the North 7th Avenue/West Tamarack Street intersection and lack of additional connectivity to West Aspen Street. At the North 11th Avenue/Durston Road intersection, all three (3) traffic volume based warrants (Eight-Hour Vehicular Volume, Four-Hour Vehicular Volume, Peak Hour) and the Roadway Network warrant are met with Existing Conditions (2023) volumes and are projected to continue to be met in the Full Buildout (2026) and Future (2038) scenarios. 8 Aspen TIS 16 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 for drivers accessing streets such as West Juniper Street and West Aspen Street, which could also improve delay at those intersections. In addition to providing an updated coordination plan to include the North 7th Avenue/West Peach Street intersection, slight improvements may also be achieved through optimization of the existing signal timing plans. It was also found that providing a separate westbound right-turn lane with an overlap phase at the North 7th Avenue/West Peach Street intersection could improve delay by up to 50 percent. This lane could be added by restriping the current street section, but proper alignment through the intersection would need to be evaluated and maintained. However, none of the above improvements are projected to improve operations beyond LOS E or F in the Future (2038) scenario. Due to anticipated continued background growth on North 7th Avenue, it is unlikely that further improvements can be realized without the addition of a third thru lane in each direction. Drivers who exit the 8 Aspen site and go north via left turns onto North 7th Avenue from West Juniper Street or West Aspen Street will likely begin to face increasing delays during the AM and PM peak hours as volumes grow on North 7th Avenue, particularly in the Future (2038) scenario. It is possible that these vehicles with destinations to the north may instead opt to perform right turns onto North 7th Avenue followed by a U-turn at either of the signalized intersections of North 7th Avenue with West Tamarack Street or West Peach Street, which would improve delay at the unsignalized intersections. It was found that operations could be improved to LOS D or better on these minor approaches in the Full Buildout (2026) scenario if 50 percent of vehicles perform this maneuver. However, in the Future (2038) scenario, 75 percent or more of left turns would need to convert to right turns followed by U-turns in order to improve minor approach operations to LOS D, which leaves very few left turns remaining. If drivers already self-select right turns instead of left turns, another option to improve delay and safety at these intersections would be to implement access restrictions to West Juniper Street and West Aspen Street to prohibit left turns onto North 7th Avenue. Further improvements could likely be realized 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 11th Avenue/Durston Road Intersection: Installation of the warranted traffic signal or roundabout at this intersection would improve operations to LOS B or better on all approaches in the Future (2038) scenario. Extension of North 8th Avenue to Durston Road The extension of North 8th Avenue to Durston Road is unlikely to help improve system or site access intersection operations. Drivers exiting the site with any destination other than westbound on Durston Road may not be willing to go south on North 8th Avenue and turn left onto Durston Road, especially during peak hours when queues on the west leg of the North 7th Avenue/West Peach Street intersection already reach past North 8th Avenue in the Existing Conditions (2023). CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that the 8 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 1,390 8 Aspen TIS 17 total new external vehicle trips could be generated daily. The development plan proposes construction of a multi-story building with 295 apartments, indoor parking, storage, and commercial space to be built by 2026. The Existing Conditions (2023) capacity analysis showed that the two (2) stop-controlled intersections on Durston Road currently operate at LOS C or better during both peak periods. At least one (1) approach at the remaining intersections along North 7th Avenue operate at LOS D or worse during both peak periods. Queues are lengthy on all approaches at the North 7th Avenue/West Peach Street intersection. 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. Rear end, right-angle, and left-turn, opposite direction collisions were found to be the most common crash types in the study area. A higher proportion of impaired driver-related and nighttime crashes were reported at the North 7th Avenue/West Peach Street intersection compared to other intersections. Full Buildout (2026) and Future (2038) scenario intersection capacity results show worsening delay on approaches with existing capacity deficiencies, with several approaches reaching LOS F by 2038, particularly in the PM peak hour. Extreme queuing is projected on all approaches at the North 7th Avenue/West Peach Street intersection. The North 11th Avenue/Durston Road intersection is also expected to worsen to LOS D in the AM peak hour and LOS F in the PM peak hour with a projected 95th percentile queue of 10 vehicles by 2038. Traffic signal warrants were evaluated at the North 7th Avenue/West Aspen Street and the North 11th Avenue/Durston Road intersections for all three traffic-volume scenarios. No warrants are met at the North 7th Avenue/West Aspen Street intersection with Existing Conditions (2023), but a traffic signal is considered warranted in the Full Buildout (2026) and Future (2038) scenarios once site volumes are added to West Aspen Street. However, it is unlikely that a traffic signal would be installed at this intersection due to its proximity to the existing signal at the North 7th Avenue/West Tamarack Street intersection and lack of further connectivity to West Aspen Street. At the North 11th Avenue/Durston Road intersection a traffic signal is currently warranted and is projected to operate at LOS B or better in the Future (2038) scenario. 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 provide more frequent and reliable gaps for vehicles accessing North 7th Avenue from West Juniper Street and West Aspen Street and could also improve operations and queuing at the signalized intersections. The addition of a westbound right-turn lane at the North 7th Avenue/West Peach Street intersection may also reduce delay. However, none of these improvements are projected to improve operations to better than LOS E and F. It is possible that drivers intending to travel north on North 7th Avenue from the site may elect to perform right turns onto North 7th Avenue followed by U-turns at signalized intersections rather than wait for an adequate gap to make a left turn. This action would result in improved operations at both unsignalized intersections of West Juniper Street and West Aspen Street with North 7th Avenue. If delay at these intersections becomes extreme, access restrictions could also be implemented. Ultimately, further connections to the west of the site 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. 8 Aspen TIS 18 It is not anticipated that connection of North 8th Avenue south to Durston Road would provide a substantial improvement to operations accessing the site, as it is unlikely that any vehicles aside from those with origins/destinations to the west on Durston Road would utilize this connection. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: 8 Aspen Development • Operations on the minor approaches at the intersections of North 7th Avenue with West Juniper Street and West Aspen Street should be monitored as 8 Aspen development trips are added to the street network to determine if some type of access restriction should be considered at one or both intersections. Public Facility Improvements • 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. • Based on historically observed crash trends, consideration should be given to increasing the yellow change interval for the eastbound approach at the North 7th Avenue/West Peach Street intersection. Applying ITE formulas with a posted speed limit of 30 mph, the yellow time should be increased to 3.2 seconds. Increased presence of law enforcement for red-light-running should also be considered to improve safety at this intersection. • Restriping of the westbound approach at the North 7th Avenue/West Peach Street intersection to provide a westbound right-turn lane should be considered to reduce delay. This improvement would provide a benefit to both existing and projected future volumes. • Installation of a traffic signal or roundabout should be considered at the North 11th Avenue/Durston Road intersection. It was found that a traffic signal is currently warranted based on the analysis performed for this study. However, the intersection currently operates at LOS C or better and is projected to continue to do so in the Full Buildout (2026) scenario. Therefore, operations at the intersection should be monitored to determine when a traffic signal or roundabout may become necessary. If any of the above improvements are designed and implemented and private developer contributions are found to be required, a proportionate share contribution from 8 Aspen Development should be calculated. 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 257 11 0 268 1 107 1 0 109 0 1 0 0 1 3 0 1 0 4 382 8:00 AM 3 279 5 0 287 1 129 4 0 134 0 0 0 0 0 5 0 1 0 6 427 8:15 AM 4 244 12 0 260 3 162 2 0 167 0 0 0 0 0 10 0 1 0 11 438 8:30 AM 5 180 11 0 196 3 110 2 0 115 0 0 0 0 0 5 0 0 0 5 316 Grand Total 12 960 39 0 1011 8 508 9 0 525 0 1 0 0 1 23 0 3 0 26 1563 Medium Truck % 0.0 1.5 0.0 0.0 1.4 12.5 2.6 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 % 0.0 0.3 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 1.8 0.0 0.0 1.7 12.5 2.6 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 % 0.8 61.4 2.5 0.0 64.7 0.5 32.5 0.6 0.0 33.6 0.0 0.1 0.0 0.0 0.1 1.5 0.0 0.2 0.0 1.7 100.0 PHF 0.97 0.97 0.97 0.78 0.78 0.78 1.00 1.00 1.00 0.59 0.59 0.59 0.89 RT TH LT U 12 960 39 0 23RT0TH3LT0UU0LT0TH1RT00 9 508 8 U LT TH RT 963 525 Out In N 7th AvenueIn21 Out48Total Entering 1563Out 26InN 7th Avenue 1011 In Out 531 W Juniper StreetW Juniper Street1Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 8 Aspen Development N 7th Avenue W Juniper Street W Juniper Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Juniper 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) 23505Project Number: Southbound N 7th Avenue Northbound W Juniper 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 0 175 6 1 182 2 257 0 0 259 2 0 3 0 5 10 0 0 0 10 456 5:00 PM 0 214 7 0 221 0 263 1 1 265 2 0 1 0 3 13 0 0 0 13 502 5:15 PM 0 241 4 1 246 1 288 0 0 289 2 0 0 0 2 4 0 0 0 4 541 5:30 PM 2 212 3 0 217 0 261 0 0 261 3 0 1 0 4 10 0 1 0 11 493 Grand Total 2 842 20 2 866 3 1069 1 1 1074 9 0 5 0 14 37 0 1 0 38 1992 Medium Truck % 0.0 0.4 0.0 0.0 0.3 0.0 0.9 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 50.0 0.1 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.3 0.0 0.0 20.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0 Total Truck % 50.0 0.5 0.0 0.0 0.6 0.0 1.2 0.0 0.0 1.2 0.0 0.0 20.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0 Total % 0.1 42.3 1.0 0.1 43.5 0.2 53.7 0.1 0.1 53.9 0.5 0.0 0.3 0.0 0.7 1.9 0.0 0.1 0.0 1.9 100.0 PHF 0.88 0.88 0.88 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 0.92 RT TH LT U 2 842 20 2 37RT0TH1LT0UU0LT5TH0RT91 1 1069 3 U LT TH RT N 7th Avenue W Juniper StreetTotal Entering 1992 38In853 1074 Out In N 7th Avenue In Out 866 1113 W Juniper StreetOut3Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Juniper Street W Juniper Street Southbound Northbound Eastbound Westbound In1423OutNorth/South Street: N 7th Avenue W Juniper Street Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23505 TIS 8 Aspen Development East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira W Juniper 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 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 8 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) 23505Project 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: 23505 TIS 8 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 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) 23505Project 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 8 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: 23505 TIS 8 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 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:45 AM 38 160 30 1 229 6 76 13 0 95 18 74 36 0 128 10 45 3 0 58 510 8:00 AM 42 162 38 1 243 8 90 22 0 120 24 71 39 0 134 13 51 5 0 69 566 8:15 AM 52 136 23 1 212 6 117 9 0 132 17 57 43 0 117 11 53 12 0 76 537 8:30 AM 28 125 20 1 174 7 72 20 0 99 14 68 31 0 113 7 28 6 0 41 427 Grand Total 160 583 111 4 858 27 355 64 0 446 73 270 149 0 492 41 177 26 0 244 2040 Medium Truck % 2.5 2.6 0.0 0.0 2.2 3.7 1.7 1.6 0.0 1.8 0.0 0.7 1.3 0.0 0.8 17.1 2.3 3.8 0.0 4.9 Heavy Truck % 0.0 0.5 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 0.6 0.0 0.0 0.4 Total Truck % 2.5 3.1 0.0 0.0 2.6 3.7 1.7 1.6 0.0 1.8 0.0 0.7 1.3 0.0 0.8 17.1 2.8 3.8 0.0 5.3 Total % 7.8 28.6 5.4 0.2 42.1 1.3 17.4 3.1 0.0 21.9 3.6 13.2 7.3 0.0 24.1 2.0 8.7 1.3 0.0 12.0 100.0 PHF 0.88 0.88 0.88 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.90 RT TH LT U 160 583 111 4 41RT177TH26LT0UU0LT149TH270RT730 64 355 27 U LT TH RT 682 446 Out In N 7th AvenueIn401 Out408Total Entering 2040Out 244InN 7th Avenue 858 In Out 549 Durston RoadDurston Road492Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 8 Aspen Development N 7th Avenue Durston Road Durston Road Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Durston Rd & 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) 23505Project Number: Southbound N 7th Avenue Northbound Durston Road 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 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 4:45 PM 41 124 25 1 191 4 192 20 1 217 19 54 53 0 126 14 54 13 0 81 615 5:00 PM 63 137 24 3 227 6 187 31 1 225 14 65 52 0 131 10 66 11 0 87 670 5:15 PM 68 135 28 1 232 7 154 37 0 198 13 63 57 0 133 24 76 11 0 111 674 5:30 PM 52 143 24 0 219 8 174 30 0 212 14 61 49 0 124 15 51 7 0 73 628 Grand Total 224 539 101 5 869 25 707 118 2 852 60 243 211 0 514 63 247 42 0 352 2587 Medium Truck % 0.9 0.6 2.0 20.0 0.9 0.0 1.8 0.0 0.0 1.5 0.0 0.0 0.9 0.0 0.4 3.2 1.6 0.0 0.0 1.7 Heavy Truck % 0.4 0.0 1.0 0.0 0.2 0.0 0.4 0.0 0.0 0.4 0.0 0.4 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Truck % 1.3 0.6 3.0 20.0 1.2 0.0 2.3 0.0 0.0 1.9 0.0 0.4 0.9 0.0 0.6 3.2 1.6 0.0 0.0 1.7 Total % 8.7 20.8 3.9 0.2 33.6 1.0 27.3 4.6 0.1 32.9 2.3 9.4 8.2 0.0 19.9 2.4 9.5 1.6 0.0 13.6 100.0 PHF 0.94 0.94 0.94 1.00 1.00 1.00 0.97 0.97 0.97 0.79 0.79 0.79 0.96 RT TH LT U 224 539 101 5 63RT247TH42LT0UU0LT211TH243RT602 118 707 25 U LT TH RT N 7th Avenue Durston RoadTotal Entering 2587 352In643 852 Out In N 7th Avenue In Out 869 986 Durston RoadOut589Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue Durston Road Durston Road Southbound Northbound Eastbound Westbound In514369OutNorth/South Street: N 7th Avenue Durston Road Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23505 TIS 8 Aspen Development East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira Durston Rd & 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 Total Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:45 AM 0 0 0 0 0 23 0 24 0 47 39 120 0 0 159 0 69 24 0 93 299 8:00 AM 0 0 0 0 0 11 0 15 0 26 30 118 0 0 148 0 86 27 0 113 287 8:15 AM 0 0 0 0 0 13 0 30 0 43 22 110 0 0 132 0 87 27 0 114 289 8:30 AM 0 0 0 0 0 14 0 13 0 27 32 96 0 0 128 0 60 15 0 75 230 Grand Total 0 0 0 0 0 61 0 82 0 143 123 444 0 0 567 0 302 93 0 395 1105 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.5 0.0 4.9 1.6 0.7 0.0 0.0 0.9 0.0 2.6 1.1 0.0 2.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.3 0.0 0.0 0.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.5 0.0 4.9 1.6 0.9 0.0 0.0 1.1 0.0 3.0 1.1 0.0 2.5 Total % 0.0 0.0 0.0 0.0 0.0 5.5 0.0 7.4 0.0 12.9 11.1 40.2 0.0 0.0 51.3 0.0 27.3 8.4 0.0 35.7 100.0 PHF 1.00 1.00 1.00 0.76 0.76 0.76 0.89 0.89 0.89 1.00 1.00 1.00 0.92 RT TH LT U 0 0 0 0 0RT302TH93LT0UU0LT0TH444RT1230 82 0 61 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 23505Project Number: Southbound N 11th Avenue Northbound Durston Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Durston Rd & N 11th AveCounted By:Durston RoadDurston Road567Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 8 Aspen Development N 11th Avenue Durston Road Durston Road Vehicle Volumes and Adjustments N 11th Avenue 0 In Out 0 In384Out505Total Entering 1105Out 395In216 143 Out In N 11th 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 4:45 PM 0 0 0 0 0 25 0 36 0 61 16 111 0 0 127 0 95 13 0 108 296 5:00 PM 0 0 0 0 0 38 0 42 0 80 19 103 0 0 122 0 141 22 0 163 365 5:15 PM 0 0 0 0 0 37 0 30 0 67 26 104 0 0 130 0 138 20 0 158 355 5:30 PM 0 0 0 0 0 27 0 34 0 61 27 94 0 0 121 0 131 23 0 154 336 Grand Total 0 0 0 0 0 127 0 142 0 269 88 412 0 0 500 0 505 78 0 583 1352 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 0.6 0.0 0.0 0.5 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 0.2 0.0 0.0 0.2 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 0.8 0.0 0.0 0.7 Total % 0.0 0.0 0.0 0.0 0.0 9.4 0.0 10.5 0.0 19.9 6.5 30.5 0.0 0.0 37.0 0.0 37.4 5.8 0.0 43.1 100.0 PHF 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 0.89 0.89 0.89 0.92 RT TH LT U 0 0 0 0 0RT505TH78LT0UU0LT0TH412RT880 142 0 127 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira Durston Rd & N 11th Ave North/South Street: N 11th Avenue Durston Road Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23505 TIS 8 Aspen Development East/West Street:Durston RoadOut647Vehicle Volumes and Adjustments N 11th Avenue N 11th Avenue Durston Road Durston Road Southbound Northbound Eastbound Westbound In500539OutN 11th Avenue In Out 0 0 N 11th Avenue Durston RoadTotal Entering 1352 583In166 269 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 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 146 0 0 147 0 93 0 0 93 240 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 117 0 0 118 0 114 0 0 114 232 8:15 AM 0 0 0 0 0 1 0 2 0 3 1 119 0 0 120 0 114 0 0 114 237 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 111 0 0 111 0 73 0 0 73 184 Grand Total 0 0 0 0 0 1 0 2 0 3 3 493 0 0 496 0 394 0 0 394 893 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 2.3 0.0 0.0 2.3 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 0.3 0.0 0.0 0.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 2.5 0.0 0.0 2.5 Total % 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.2 0.0 0.3 0.3 55.2 0.0 0.0 55.5 0.0 44.1 0.0 0.0 44.1 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 0.93 RT TH LT U 0 0 0 0 0RT394TH0LT0UU0LT0TH493RT30 2 0 1 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N 8th Avenue AM Peak Hour (7:45 - 8:45 AM) 23505Project Number: Southbound N 8th Avenue Northbound Durston Road Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Durston Rd & N 8th AveCounted By:Durston RoadDurston Road496Bozeman, MTWednesday, November 8, 2023Date Performed: Count Time Period: TIS 8 Aspen Development N 8th Avenue Durston Road Durston Road Vehicle Volumes and Adjustments N 8th Avenue 0 In Out 0 In396Out494Total Entering 893Out 394In3 3 Out In N 8th 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 0 0 0 0 1 0 1 0 2 1 129 0 0 130 0 113 0 0 113 245 5:00 PM 0 0 0 0 0 0 0 0 0 0 2 138 0 0 140 0 163 0 0 163 303 5:15 PM 0 0 0 0 0 0 0 0 0 0 3 142 0 0 145 0 171 2 0 173 318 5:30 PM 0 0 0 0 0 2 0 5 0 7 1 114 0 0 115 0 141 0 0 141 263 Grand Total 0 0 0 0 0 3 0 6 0 9 7 523 0 0 530 0 588 2 0 590 1129 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.4 0.0 0.0 0.6 0.0 0.3 0.0 0.0 0.3 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.2 0.0 0.0 0.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.6 0.0 0.0 0.8 0.0 0.5 0.0 0.0 0.5 Total % 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.5 0.0 0.8 0.6 46.3 0.0 0.0 46.9 0.0 52.1 0.2 0.0 52.3 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 0.85 0.85 0.85 0.89 RT TH LT U 0 0 0 0 0RT588TH2LT0UU0LT0TH523RT70 6 0 3 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira Durston Rd & N 8th Ave North/South Street: N 8th Avenue Durston Road Date Performed: Wednesday, November 8, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 23505 TIS 8 Aspen Development East/West Street:Durston RoadOut594Vehicle Volumes and Adjustments N 8th Avenue N 8th Avenue Durston Road Durston Road Southbound Northbound Eastbound Westbound In530526OutN 8th Avenue In Out 0 0 N 8th Avenue Durston RoadTotal Entering 1129 590In9 9 Out In NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS - EXISTING (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 53.7F0 35.8E1 WB 13.4B1 15.5C1 NB 0.2A0 0.0A0 SB 0.3A1 0.3A1 Intersection 0.5A --0.7A -- WB 54.3D3 53.0D6 NB 3.5A6 8.0A 13 SB 2.2A8 4.8A7 Intersection 6.2A --12.5B -- EB 36.4E1 22.6C1 WB 10.3B0 35.0E1 NB 0.1A0 0.5A1 SB 0.1A0 0.2A1 Intersection 0.2A --1.1A -- EB 0.0A0 0.0A0 WB 2.2A1 1.2A1 NB 16.6C2 21.0C3 Intersection 2.9A --4.7A -- EB 0.0A0 0.0A0 WB 0.0A0 0.0A0 NB 13.2B0 15.0C1 Intersection 0.0A --0.1A -- EB 43.3D 25 42.7D 20 WB 43.9D 14 51.2D 23 NB 29.7C 10 37.7D 18 SB 26.0C 15 28.2C 13 Intersection 33.1C --37.4D -- Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Juniper Street Intersection Control One-Way Stop-Control (NB) Intersection Control One-Way Stop-Control (NB) North 11th Avenue & Durston Road Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Aspen Street SignalizedIntersection Control Intersection Approach Existing (2023) AM Peak PM Peak North 7th Avenue & West Tamarack Street North 8th Avenue & Durston Road Intersection Control Signalized North 7th Avenue & West Peach Street Queues 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 149 398 272 71 424 127 648 178 v/c Ratio 0.34 0.87 0.84 0.29 0.51 0.38 0.68 0.21 Control Delay 40.5 63.5 67.8 28.5 42.7 29.1 44.5 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.5 63.5 67.8 28.5 42.7 29.1 44.5 7.6 Queue Length 50th (ft) 97 309 200 36 152 66 247 32 Queue Length 95th (ft) 192 #613 332 74 230 121 352 79 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 444 456 427 338 1046 383 1054 863 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.87 0.64 0.21 0.41 0.33 0.61 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 149 270 73 26 177 41 64 355 27 4 111 583 Future Volume (veh/h) 149 270 73 26 177 41 64 355 27 4 111 583 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1736 1750 1695 1709 1518 1723 1723 1695 1750 1709 Adj Flow Rate, veh/h 166 300 81 29 197 46 71 394 30 123 648 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 1 1 0 4 3 17 2 2 4 0 3 Cap, veh/h 433 342 92 36 243 57 238 897 68 367 1027 Arrive On Green 0.26 0.26 0.26 0.20 0.20 0.20 0.04 0.29 0.29 0.07 0.32 Sat Flow, veh/h 1654 1308 353 175 1191 278 1641 3080 233 1667 3247 Grp Volume(v), veh/h 166 0 381 272 0 0 71 209 215 123 648 Grp Sat Flow(s),veh/h/ln 1654 0 1662 1645 0 0 1641 1637 1677 1667 1624 Q Serve(g_s), s 8.5 0.0 22.6 16.3 0.0 0.0 3.1 10.7 10.8 5.1 17.6 Cycle Q Clear(g_c), s 8.5 0.0 22.6 16.3 0.0 0.0 3.1 10.7 10.8 5.1 17.6 Prop In Lane 1.00 0.21 0.11 0.17 1.00 0.14 1.00 Lane Grp Cap(c), veh/h 433 0 435 335 0 0 238 476 488 367 1027 V/C Ratio(X) 0.38 0.00 0.88 0.81 0.00 0.00 0.30 0.44 0.44 0.34 0.63 Avail Cap(c_a), veh/h 562 0 564 559 0 0 437 635 651 527 1260 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.2 0.0 36.4 39.2 0.0 0.0 25.0 29.7 29.7 22.5 30.1 Incr Delay (d2), s/veh 0.6 0.0 11.9 4.8 0.0 0.0 0.7 0.6 0.6 0.5 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 10.5 7.0 0.0 0.0 1.3 4.3 4.4 2.1 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 0.0 48.3 43.9 0.0 0.0 25.7 30.3 30.3 23.1 30.8 LnGrp LOS C A D D A A C C C C C Approach Vol, veh/h 547 272 495 949 Approach Delay, s/veh 43.3 43.9 29.7 26.0 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 35.0 32.0 7.5 37.6 26.0 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 7.1 12.8 24.6 5.1 19.6 18.3 Green Ext Time (p_c), s 0.2 2.8 2.1 0.1 5.3 1.5 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 160 Future Volume (veh/h) 160 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1723 Adj Flow Rate, veh/h 178 Peak Hour Factor 0.90 Percent Heavy Veh, % 2 Cap, veh/h 838 Arrive On Green 0.32 Sat Flow, veh/h 1441 Grp Volume(v), veh/h 178 Grp Sat Flow(s),veh/h/ln 1441 Q Serve(g_s), s 6.1 Cycle Q Clear(g_c), s 6.1 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 838 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 941 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 10.5 Incr Delay (d2), s/veh 0.1 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.6 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 0 3 0 23 9 508 8 39 960 12 Future Vol, veh/h 0 1 0 3 0 23 9 508 8 39 960 12 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 10 10 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 0 0 0 0 0 0 0 3 12 0 2 0 Mvmt Flow 0 1 0 3 0 26 10 571 9 44 1079 13 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1491 1795 557 1234 1797 300 1103 0 0 590 0 0 Stage 1 1185 1185 - 606 606 - - - - - - - Stage 2 306 610 - 628 1191 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 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 2.2 - - 2.2 - - Pot Cap-1 Maneuver 87 81 479 135 81 702 640 - - 995 - - Stage 1 204 265 - 456 490 - - - - - - - Stage 2 684 488 - 442 263 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 79 75 474 126 75 695 633 - - 986 - - Mov Cap-2 Maneuver 79 75 - 126 75 - - - - - - - Stage 1 199 250 - 445 477 - - - - - - - Stage 2 648 475 - 420 249 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 53.7 13.4 0.2 0.3 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 633 - - 75 457 986 - - HCM Lane V/C Ratio 0.016 - - 0.015 0.064 0.044 - - HCM Control Delay (s) 10.8 - - 53.7 13.4 8.8 - - HCM Lane LOS B - - F B A - - HCM 95th %tile Q(veh) 0 - - 0 0.2 0.1 - - Queues 8: N 7th Ave & Tamarack St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 47 74 501 76 146 907 v/c Ratio 0.30 0.24 0.21 0.07 0.20 0.33 Control Delay 51.0 8.4 6.9 3.5 3.6 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 8.4 6.9 3.5 3.6 4.1 Queue Length 50th (ft) 35 0 51 3 12 61 Queue Length 95th (ft) 62 31 137 29 58 192 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 427 482 2386 1057 818 2729 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.15 0.21 0.07 0.18 0.33 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 43 67 456 69 133 825 Future Volume (veh/h) 43 67 456 69 133 825 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1654 1750 1709 1736 1736 1723 Adj Flow Rate, veh/h 47 74 501 76 146 907 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 7 0 3 1 1 2 Cap, veh/h 103 158 2538 1122 753 2776 Arrive On Green 0.07 0.07 0.78 0.78 0.04 0.85 Sat Flow, veh/h 1576 1483 3333 1435 1654 3359 Grp Volume(v), veh/h 47 74 501 76 146 907 Grp Sat Flow(s),veh/h/ln 1576 1483 1624 1435 1654 1637 Q Serve(g_s), s 3.4 5.6 4.8 1.5 1.9 7.0 Cycle Q Clear(g_c), s 3.4 5.6 4.8 1.5 1.9 7.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 103 158 2538 1122 753 2776 V/C Ratio(X) 0.46 0.47 0.20 0.07 0.19 0.33 Avail Cap(c_a), veh/h 433 469 2538 1122 988 2776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 50.4 3.4 3.0 1.9 1.9 Incr Delay (d2), s/veh 3.1 2.1 0.2 0.1 0.1 0.3 Initial 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 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.2 52.6 3.6 3.1 2.0 2.2 LnGrp LOS E D A A A A Approach Vol, veh/h 121 577 1053 Approach Delay, s/veh 54.3 3.5 2.2 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 99.2 107.2 12.8 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0 Max Q Clear Time (g_c+I1), s 3.9 6.8 9.0 7.6 Green Ext Time (p_c), s 0.3 3.9 7.8 0.3 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 0 0 0 1 2 4 533 10 3 2 853 5 Future Vol, veh/h 2 0 0 0 0 1 2 4 533 10 3 2 853 5 Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 88 88 88 88 88 88 92 88 88 88 92 88 88 88 Heavy Vehicles, % 0 0 0 0 0 0 0 0 3 0 0 0 3 20 Mvmt Flow 2 0 0 0 0 1 2 5 606 11 3 2 969 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1305 1625 497 1130 1623 315 975 981 0 0 617 623 0 0 Stage 1 988 988 - 632 632 - - - - - - - - - Stage 2 317 637 - 498 991 - - - - - - - - - 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 1 269 328 - 440 477 - - - - - - - - - Stage 2 674 475 - 528 327 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 117 99 520 157 100 683 532 532 - - 701 701 - - Mov Cap-2 Maneuver 117 99 - 157 100 - - - - - - - - - Stage 1 264 323 - 432 468 - - - - - - - - - Stage 2 664 466 - 522 322 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 36.4 10.3 0.1 0.1 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 532 - - 117 683 701 - - HCM Lane V/C Ratio 0.013 - - 0.019 0.002 0.008 - - HCM Control Delay (s) 11.9 - - 36.4 10.3 10.2 - - HCM Lane LOS B - - E B B - - HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 493 3 0 394 2 1 Future Vol, veh/h 493 3 0 394 2 1 Conflicting Peds, #/hr 0 13 13 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 1 0 0 2 0 0 Mvmt Flow 530 3 0 424 2 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 546 0 969 546 Stage 1 - - - - 545 - Stage 2 - - - - 424 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1033 - 284 541 Stage 1 - - - - 585 - Stage 2 - - - - 664 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1020 - 281 534 Mov Cap-2 Maneuver - - - - 409 - Stage 1 - - - - 578 - Stage 2 - - - - 664 - Approach EB WB NB HCM Control Delay, s 0 0 13.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 444 - - 1020 - HCM Lane V/C Ratio 0.007 - - - - HCM Control Delay (s) 13.2 - - 0 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 444 123 93 302 82 61 Future Vol, veh/h 444 123 93 302 82 61 Conflicting Peds, #/hr 0 1 1 0 3 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 2 1 3 8 0 Mvmt Flow 483 134 101 328 89 66 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 618 0 1084 551 Stage 1 - - - - 551 - Stage 2 - - - - 533 - Critical Hdwy - - 4.11 - 6.48 6.2 Critical Hdwy Stg 1 - - - - 5.48 - Critical Hdwy Stg 2 - - - - 5.48 - Follow-up Hdwy - - 2.209 - 3.572 3.3 Pot Cap-1 Maneuver - - 967 - 234 538 Stage 1 - - - - 566 - Stage 2 - - - - 577 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 966 - 203 537 Mov Cap-2 Maneuver - - - - 335 - Stage 1 - - - - 565 - Stage 2 - - - - 502 - Approach EB WB NB HCM Control Delay, s 0 2.2 16.6 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 335 537 - - 966 - HCM Lane V/C Ratio 0.266 0.123 - - 0.105 - HCM Control Delay (s) 19.6 12.6 - - 9.2 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 1.1 0.4 - - 0.3 - Queues 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 198 338 367 125 762 110 561 233 v/c Ratio 0.54 0.88 0.91 0.44 0.84 0.53 0.62 0.30 Control Delay 51.2 72.5 75.3 31.3 55.8 36.3 47.2 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.2 72.5 75.3 31.3 55.8 36.3 47.2 8.2 Queue Length 50th (ft) 163 302 325 72 340 64 233 44 Queue Length 95th (ft) 260 #491 #552 118 437 m106 308 m96 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 414 430 407 339 983 271 997 828 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.79 0.90 0.37 0.78 0.41 0.56 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 211 243 60 42 247 63 2 118 707 25 5 101 Future Volume (veh/h) 211 243 60 42 247 63 2 118 707 25 5 101 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1750 1723 1709 1750 1723 1750 1709 Adj Flow Rate, veh/h 220 253 62 44 257 66 123 736 26 105 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 0 0 0 2 3 0 2 0 3 Cap, veh/h 373 305 75 50 290 75 279 936 33 226 Arrive On Green 0.23 0.23 0.23 0.25 0.25 0.25 0.07 0.29 0.29 0.06 Sat Flow, veh/h 1654 1353 331 198 1155 297 1667 3222 114 1628 Grp Volume(v), veh/h 220 0 315 367 0 0 123 374 388 105 Grp Sat Flow(s),veh/h/ln 1654 0 1684 1649 0 0 1667 1637 1699 1628 Q Serve(g_s), s 12.6 0.0 18.9 22.7 0.0 0.0 5.5 22.3 22.3 4.8 Cycle Q Clear(g_c), s 12.6 0.0 18.9 22.7 0.0 0.0 5.5 22.3 22.3 4.8 Prop In Lane 1.00 0.20 0.12 0.18 1.00 0.07 1.00 Lane Grp Cap(c), veh/h 373 0 380 415 0 0 279 475 494 226 V/C Ratio(X) 0.59 0.00 0.83 0.88 0.00 0.00 0.44 0.79 0.79 0.46 Avail Cap(c_a), veh/h 546 0 556 544 0 0 429 617 641 385 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 0.0 39.1 38.2 0.0 0.0 25.4 34.6 34.6 26.9 Incr Delay (d2), s/veh 1.5 0.0 6.8 13.0 0.0 0.0 1.1 5.0 4.9 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 8.4 10.6 0.0 0.0 2.3 9.5 9.8 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.2 0.0 45.9 51.2 0.0 0.0 26.4 39.6 39.5 28.3 LnGrp LOS D A D D A A C D D C Approach Vol, veh/h 535 367 885 Approach Delay, s/veh 42.7 51.2 37.7 Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 35.8 28.9 10.5 35.0 31.7 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 6.8 24.3 20.9 7.5 17.6 24.7 Green Ext Time (p_c), s 0.2 4.6 2.2 0.2 5.0 1.7 Intersection Summary HCM 6th Ctrl Delay 37.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 539 224 Future Volume (veh/h) 539 224 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.98 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1736 1736 Adj Flow Rate, veh/h 561 233 Peak Hour Factor 0.96 0.96 Percent Heavy Veh, % 1 1 Cap, veh/h 933 739 Arrive On Green 0.28 0.28 Sat Flow, veh/h 3299 1438 Grp Volume(v), veh/h 561 233 Grp Sat Flow(s),veh/h/ln 1650 1438 Q Serve(g_s), s 15.6 10.1 Cycle Q Clear(g_c), s 15.6 10.1 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 933 739 V/C Ratio(X) 0.60 0.32 Avail Cap(c_a), veh/h 1244 874 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 32.9 15.3 Incr Delay (d2), s/veh 0.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.5 15.5 LnGrp LOS C B Approach Vol, veh/h 899 Approach Delay, s/veh 28.2 Approach LOS C Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 9 1 0 37 1 1 1069 3 2 20 842 2 Future Vol, veh/h 5 0 9 1 0 37 1 1 1069 3 2 20 842 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 4 0 8 0 8 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 20 0 0 0 0 0 0 0 1 0 0 0 0 50 Mvmt Flow 5 0 10 1 0 40 1 1 1162 3 2 22 915 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1553 2145 463 1682 2145 591 917 921 0 0 1165 1173 0 0 Stage 1 968 968 - 1176 1176 - - - - - - - - - Stage 2 585 1177 - 506 969 - - - - - - - - - Critical Hdwy 7.9 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - - Critical Hdwy Stg 1 6.9 5.5 - 6.5 5.5 - - - - - - - - - Critical Hdwy Stg 2 6.9 5.5 - 6.5 5.5 - - - - - - - - - Follow-up Hdwy 3.7 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - - Pot Cap-1 Maneuver 64 49 551 63 49 455 381 750 - - 265 603 - - Stage 1 240 335 - 207 267 - - - - - - - - - Stage 2 422 267 - 522 334 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 56 46 549 59 46 452 499 499 - - 528 528 - - Mov Cap-2 Maneuver 56 46 - 59 46 - - - - - - - - - Stage 1 238 319 - 205 264 - - - - - - - - - Stage 2 383 264 - 489 318 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 35.8 15.5 0 0.3 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 499 - - 132 385 528 - - HCM Lane V/C Ratio 0.004 - - 0.115 0.107 0.045 - - HCM Control Delay (s) 12.2 - - 35.8 15.5 12.1 - - HCM Lane LOS B - - E C B - - HCM 95th %tile Q(veh) 0 - - 0.4 0.4 0.1 - - Queues 8: N 7th Ave & Tamarack St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 108 190 1014 68 122 813 v/c Ratio 0.54 0.58 0.43 0.07 0.29 0.31 Control Delay 61.8 36.7 9.4 5.4 5.0 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.8 36.7 9.4 5.4 5.0 4.5 Queue Length 50th (ft) 88 102 153 9 15 72 Queue Length 95th (ft) 132 148 306 35 48 163 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 493 432 2359 971 510 2654 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.44 0.43 0.07 0.24 0.31 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 98 173 923 62 111 740 Future Volume (veh/h) 98 173 923 62 111 740 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1736 1736 1682 1750 1750 Adj Flow Rate, veh/h 108 190 1014 68 122 813 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 5 0 0 Cap, veh/h 238 268 2359 1013 430 2581 Arrive On Green 0.14 0.14 0.72 0.72 0.04 0.78 Sat Flow, veh/h 1654 1471 3386 1416 1667 3413 Grp Volume(v), veh/h 108 190 1014 68 122 813 Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1416 1667 1663 Q Serve(g_s), s 7.8 15.8 16.4 1.9 2.4 9.4 Cycle Q Clear(g_c), s 7.8 15.8 16.4 1.9 2.4 9.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 238 268 2359 1013 430 2581 V/C Ratio(X) 0.45 0.71 0.43 0.07 0.28 0.32 Avail Cap(c_a), veh/h 496 497 2359 1013 585 2581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 50.0 7.6 5.5 5.5 4.3 Incr Delay (d2), s/veh 1.4 3.5 0.6 0.1 0.4 0.3 Initial 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 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.3 53.4 8.2 5.7 5.8 4.6 LnGrp LOS D D A A A A Approach Vol, veh/h 298 1082 935 Approach Delay, s/veh 53.0 8.0 4.8 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.9 98.4 106.3 23.7 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0 Max Q Clear Time (g_c+I1), s 4.4 18.4 11.4 17.8 Green Ext Time (p_c), s 0.2 9.2 6.7 0.9 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 16 8 0 18 17 23 967 34 17 831 8 Future Vol, veh/h 4 0 16 8 0 18 17 23 967 34 17 831 8 Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length - - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 6 0 0 0 0 0 1 0 6 1 0 Mvmt Flow 4 0 17 9 0 20 18 25 1051 37 18 903 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1558 2129 459 1654 2115 553 912 914 0 0 1097 0 0 Stage 1 946 946 - 1165 1165 - - - - - - - - Stage 2 612 1183 - 489 950 - - - - - - - - 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 68 44 536 58 45 478 525 525 - - 604 - - Mov Cap-2 Maneuver 68 44 - 58 45 - - - - - - - - Stage 1 261 332 - 191 247 - - - - - - - - Stage 2 398 241 - 501 330 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22.6 35 0.5 0.2 HCM LOS C E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 525 - - 226 148 604 - - HCM Lane V/C Ratio 0.083 - - 0.096 0.191 0.031 - - HCM Control Delay (s) 12.5 - - 22.6 35 11.1 - - HCM Lane LOS B - - C E B - - HCM 95th %tile Q(veh) 0.3 - - 0.3 0.7 0.1 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 523 7 2 588 6 3 Future Vol, veh/h 523 7 2 588 6 3 Conflicting Peds, #/hr 0 5 5 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 1 14 0 0 0 0 Mvmt Flow 588 8 2 661 7 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 601 0 1262 597 Stage 1 - - - - 597 - Stage 2 - - - - 665 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 986 - 189 507 Stage 1 - - - - 554 - Stage 2 - - - - 515 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 981 - 187 505 Mov Cap-2 Maneuver - - - - 328 - Stage 1 - - - - 551 - Stage 2 - - - - 513 - Approach EB WB NB HCM Control Delay, s 0 0 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 371 - - 981 - HCM Lane V/C Ratio 0.027 - - 0.002 - HCM Control Delay (s) 15 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Existing Conditions (2023) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 412 88 78 505 142 127 Future Vol, veh/h 412 88 78 505 142 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 448 96 85 549 154 138 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 544 0 1215 496 Stage 1 - - - - 496 - Stage 2 - - - - 719 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1035 - 202 578 Stage 1 - - - - 616 - Stage 2 - - - - 486 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1035 - 178 578 Mov Cap-2 Maneuver - - - - 308 - Stage 1 - - - - 616 - Stage 2 - - - - 429 - Approach EB WB NB HCM Control Delay, s 0 1.2 21 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 308 578 - - 1035 - HCM Lane V/C Ratio 0.501 0.239 - - 0.082 - HCM Control Delay (s) 27.9 13.2 - - 8.8 0 HCM Lane LOS D B - - A A HCM 95th %tile Q(veh) 2.6 0.9 - - 0.3 - APPENDIX C CAPACITY CALCULATIONS - FULL BUILDOUT (2026) & FUTURE (2038) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 47.3E1 53.2F1 WB 13.8B1 16.5C1 NB 0.2A0 0.0A0 SB 0.3A1 0.3A1 Intersection 0.8A --0.9A -- WB 54.4D3 52.6D7 NB 3.6A7 8.7A 14 SB 2.3A9 5.2A7 Intersection 6.4A --13.0B -- EB 29.5D2 52.5F3 WB 10.3B0 54.0F2 NB 0.4A1 0.9A1 SB 0.1A0 0.2A1 Intersection 1.6A --2.8A -- EB 0.0A0 0.0A0 WB 2.2A1 1.2A1 NB 18.2C2 24.8C4 Intersection 3.1A --5.4A -- EB 0.0A0 0.0A0 WB 0.0A0 0.0A0 NB 13.8B0 15.5C1 Intersection 0.0A --0.1A -- EB 46.4D 26 56.9E 24 WB 46.8D 15 73.0E 27 NB 32.1C 10 56.0E 23 SB 28.0C 16 34.8C 15 Intersection 35.5D --51.3D -- North 7th Avenue & West Peach Street North 11th Avenue & Durston Road Intersection Control One-Way Stop-Control (NB) North 8th Avenue & Durston Road Intersection Control Signalized North 7th Avenue & West Aspen Street Intersection Control One-Way Stop-Control (NB) Intersection Control Signalized North 7th Avenue & West Tamarack Street Intersection Control Two-Way Stop-Control (EB/WB) North 7th Avenue & West Juniper Street Intersection Control Two-Way Stop-Control (EB/WB) Intersection Approach Future (2026) AM Peak PM Peak Queues 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 160 414 285 74 449 141 696 208 v/c Ratio 0.37 0.93 0.85 0.32 0.54 0.42 0.72 0.24 Control Delay 42.6 73.2 69.7 29.4 44.2 30.3 46.6 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.6 73.2 69.7 29.4 44.2 30.3 46.6 8.4 Queue Length 50th (ft) 111 343 216 39 169 77 280 42 Queue Length 95th (ft) 206 #648 #369 76 244 133 384 95 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 435 446 417 322 1023 371 1033 861 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.93 0.68 0.23 0.44 0.38 0.67 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 164 287 77 28 188 47 68 384 29 4 126 640 Future Volume (veh/h) 164 287 77 28 188 47 68 384 29 4 126 640 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1736 1750 1695 1709 1545 1723 1723 1709 1750 1709 Adj Flow Rate, veh/h 178 312 84 30 204 51 74 417 32 137 696 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 0 4 3 15 2 2 3 0 3 Cap, veh/h 441 349 94 36 245 61 218 864 66 353 1007 Arrive On Green 0.27 0.27 0.27 0.21 0.21 0.21 0.05 0.28 0.28 0.08 0.31 Sat Flow, veh/h 1654 1309 353 173 1175 294 1641 3078 235 1667 3247 Grp Volume(v), veh/h 178 0 396 285 0 0 74 221 228 137 696 Grp Sat Flow(s),veh/h/ln 1654 0 1662 1642 0 0 1641 1637 1676 1667 1624 Q Serve(g_s), s 9.5 0.0 24.5 17.8 0.0 0.0 3.4 12.0 12.1 6.0 20.1 Cycle Q Clear(g_c), s 9.5 0.0 24.5 17.8 0.0 0.0 3.4 12.0 12.1 6.0 20.1 Prop In Lane 1.00 0.21 0.11 0.18 1.00 0.14 1.00 Lane Grp Cap(c), veh/h 441 0 443 343 0 0 218 459 470 353 1007 V/C Ratio(X) 0.40 0.00 0.89 0.83 0.00 0.00 0.34 0.48 0.48 0.39 0.69 Avail Cap(c_a), veh/h 541 0 544 537 0 0 403 612 627 492 1215 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 0.0 37.7 40.5 0.0 0.0 26.9 32.0 32.0 23.9 32.4 Incr Delay (d2), s/veh 0.6 0.0 14.8 6.3 0.0 0.0 0.9 0.8 0.8 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 11.6 7.8 0.0 0.0 1.4 4.9 5.0 2.4 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.8 0.0 52.6 46.8 0.0 0.0 27.8 32.8 32.8 24.6 33.7 LnGrp LOS C A D D A A C C C C C Approach Vol, veh/h 574 285 523 1041 Approach Delay, s/veh 46.4 46.8 32.1 28.0 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 35.0 33.5 7.9 38.2 27.3 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 8.0 14.1 26.5 5.4 22.1 19.8 Green Ext Time (p_c), s 0.2 2.9 2.0 0.1 5.6 1.5 Intersection Summary HCM 6th Ctrl Delay 35.5 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 191 Future Volume (veh/h) 191 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1723 Adj Flow Rate, veh/h 208 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 837 Arrive On Green 0.31 Sat Flow, veh/h 1441 Grp Volume(v), veh/h 208 Grp Sat Flow(s),veh/h/ln 1441 Q Serve(g_s), s 7.6 Cycle Q Clear(g_c), s 7.6 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 837 V/C Ratio(X) 0.25 Avail Cap(c_a), veh/h 929 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 11.2 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.3 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 1 4 3 0 23 9 556 8 39 1018 21 Future Vol, veh/h 8 1 4 3 0 23 9 556 8 39 1018 21 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 10 10 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 3 12 0 2 0 Mvmt Flow 9 1 4 3 0 25 10 604 9 42 1107 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1536 1857 576 1277 1864 317 1141 0 0 623 0 0 Stage 1 1214 1214 - 639 639 - - - - - - - Stage 2 322 643 - 638 1225 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 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 2.2 - - 2.2 - - Pot Cap-1 Maneuver 81 74 466 126 74 685 620 - - 968 - - Stage 1 196 257 - 436 474 - - - - - - - Stage 2 670 472 - 436 254 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 74 68 461 117 68 678 614 - - 959 - - Mov Cap-2 Maneuver 74 68 - 117 68 - - - - - - - Stage 1 191 243 - 425 462 - - - - - - - Stage 2 635 460 - 411 240 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 47.3 13.8 0.2 0.3 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 614 - - 99 437 959 - - HCM Lane V/C Ratio 0.016 - - 0.143 0.065 0.044 - - HCM Control Delay (s) 11 - - 47.3 13.8 8.9 - - HCM Lane LOS B - - E B A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0.1 - - Queues 8: N 7th Ave & Tamarack St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 53 77 545 85 158 950 v/c Ratio 0.32 0.24 0.23 0.08 0.23 0.35 Control Delay 51.6 8.2 7.3 3.8 3.8 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.6 8.2 7.3 3.8 3.8 4.2 Queue Length 50th (ft) 40 0 57 4 14 67 Queue Length 95th (ft) 68 31 152 33 62 204 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 431 487 2373 1052 791 2722 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.16 0.23 0.08 0.20 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 49 71 501 78 145 874 Future Volume (veh/h) 49 71 501 78 145 874 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1668 1750 1709 1736 1736 1723 Adj Flow Rate, veh/h 53 77 545 85 158 950 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 0 3 1 1 2 Cap, veh/h 107 162 2530 1118 718 2768 Arrive On Green 0.07 0.07 0.78 0.78 0.04 0.85 Sat Flow, veh/h 1589 1483 3333 1435 1654 3359 Grp Volume(v), veh/h 53 77 545 85 158 950 Grp Sat Flow(s),veh/h/ln 1589 1483 1624 1435 1654 1637 Q Serve(g_s), s 3.9 5.9 5.3 1.7 2.1 7.6 Cycle Q Clear(g_c), s 3.9 5.9 5.3 1.7 2.1 7.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 107 162 2530 1118 718 2768 V/C Ratio(X) 0.49 0.48 0.22 0.08 0.22 0.34 Avail Cap(c_a), veh/h 437 469 2530 1118 952 2768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 50.2 3.5 3.1 2.0 2.0 Incr Delay (d2), s/veh 3.5 2.2 0.2 0.1 0.2 0.3 Initial 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 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.4 52.4 3.7 3.2 2.2 2.4 LnGrp LOS E D A A A A Approach Vol, veh/h 130 630 1108 Approach Delay, s/veh 54.4 3.6 2.3 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 98.9 106.9 13.1 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0 Max Q Clear Time (g_c+I1), s 4.1 7.3 9.6 7.9 Green Ext Time (p_c), s 0.4 4.3 8.4 0.4 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 0 51 0 0 1 2 20 566 11 3 2 904 8 Future Vol, veh/h 24 0 51 0 0 1 2 20 566 11 3 2 904 8 Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 3 0 0 0 3 12 Mvmt Flow 26 0 55 0 0 1 2 22 615 12 3 2 983 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1360 1685 505 1180 1683 320 991 998 0 0 627 633 0 0 Stage 1 1004 1004 - 675 675 - - - - - - - - - Stage 2 356 681 - 505 1008 - - - - - - - - - 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 109 95 518 148 95 682 342 701 - - 583 960 - - Stage 1 263 322 - 415 456 - - - - - - - - - Stage 2 640 453 - 523 321 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 104 90 514 126 90 678 625 625 - - 690 690 - - Mov Cap-2 Maneuver 104 90 - 126 90 - - - - - - - - - Stage 1 251 318 - 397 436 - - - - - - - - - Stage 2 614 433 - 462 317 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 29.5 10.3 0.4 0.1 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 625 - - 227 678 690 - - HCM Lane V/C Ratio 0.038 - - 0.359 0.002 0.008 - - HCM Control Delay (s) 11 - - 29.5 10.3 10.3 - - HCM Lane LOS B - - D B B - - HCM 95th %tile Q(veh) 0.1 - - 1.5 0 0 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 529 3 0 439 2 1 Future Vol, veh/h 529 3 0 439 2 1 Conflicting Peds, #/hr 0 13 13 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 2 0 0 Mvmt Flow 575 3 0 477 2 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 591 0 1067 591 Stage 1 - - - - 590 - Stage 2 - - - - 477 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 995 - 248 511 Stage 1 - - - - 558 - Stage 2 - - - - 629 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 983 - 245 504 Mov Cap-2 Maneuver - - - - 379 - Stage 1 - - - - 551 - Stage 2 - - - - 629 - Approach EB WB NB HCM Control Delay, s 0 0 13.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 413 - - 983 - HCM Lane V/C Ratio 0.008 - - - - HCM Control Delay (s) 13.8 - - 0 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/20/2023 AM Peak 8 Aspen 11:15 am 11/20/2023 Future (2026) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 476 131 103 337 87 66 Future Vol, veh/h 476 131 103 337 87 66 Conflicting Peds, #/hr 0 1 1 0 3 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 2 1 3 8 0 Mvmt Flow 517 142 112 366 95 72 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 660 0 1182 589 Stage 1 - - - - 589 - Stage 2 - - - - 593 - Critical Hdwy - - 4.11 - 6.48 6.2 Critical Hdwy Stg 1 - - - - 5.48 - Critical Hdwy Stg 2 - - - - 5.48 - Follow-up Hdwy - - 2.209 - 3.572 3.3 Pot Cap-1 Maneuver - - 933 - 204 512 Stage 1 - - - - 543 - Stage 2 - - - - 541 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 932 - 173 512 Mov Cap-2 Maneuver - - - - 305 - Stage 1 - - - - 542 - Stage 2 - - - - 458 - Approach EB WB NB HCM Control Delay, s 0 2.2 18.2 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 305 512 - - 932 - HCM Lane V/C Ratio 0.31 0.14 - - 0.12 - HCM Control Delay (s) 22 13.2 - - 9.4 0 HCM Lane LOS C B - - A A HCM 95th %tile Q(veh) 1.3 0.5 - - 0.4 - Queues 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 238 376 414 138 864 127 635 272 v/c Ratio 0.62 0.94 1.09 0.52 0.94 0.65 0.69 0.33 Control Delay 55.4 83.2 119.0 33.8 67.2 45.2 50.1 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.4 83.2 119.0 33.8 67.2 45.2 50.1 9.6 Queue Length 50th (ft) 204 350 ~422 81 406 74 273 61 Queue Length 95th (ft) 315 #586 #663 129 #564 m132 m355 m120 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 392 407 381 311 930 243 943 821 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.92 1.09 0.44 0.93 0.52 0.67 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 243 258 64 45 262 74 2 125 768 27 5 112 Future Volume (veh/h) 243 258 64 45 262 74 2 125 768 27 5 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1750 1723 1709 1750 1723 1750 1709 Adj Flow Rate, veh/h 264 280 70 49 285 80 136 835 29 122 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 0 0 2 3 0 2 0 3 Cap, veh/h 384 313 78 52 302 85 251 932 32 195 Arrive On Green 0.23 0.23 0.23 0.27 0.27 0.27 0.07 0.29 0.29 0.07 Sat Flow, veh/h 1654 1347 337 195 1132 318 1667 3224 112 1628 Grp Volume(v), veh/h 264 0 350 414 0 0 136 424 440 122 Grp Sat Flow(s),veh/h/ln 1654 0 1683 1645 0 0 1667 1637 1700 1628 Q Serve(g_s), s 18.3 0.0 25.3 31.0 0.0 0.0 7.2 31.3 31.3 6.6 Cycle Q Clear(g_c), s 18.3 0.0 25.3 31.0 0.0 0.0 7.2 31.3 31.3 6.6 Prop In Lane 1.00 0.20 0.12 0.19 1.00 0.07 1.00 Lane Grp Cap(c), veh/h 384 0 391 439 0 0 251 473 491 195 V/C Ratio(X) 0.69 0.00 0.89 0.94 0.00 0.00 0.54 0.90 0.90 0.63 Avail Cap(c_a), veh/h 460 0 468 458 0 0 353 520 540 303 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 0.0 46.8 45.2 0.0 0.0 30.6 42.9 42.9 33.0 Incr Delay (d2), s/veh 3.3 0.0 17.3 27.8 0.0 0.0 1.8 17.1 16.6 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 0.0 12.5 16.1 0.0 0.0 3.0 14.9 15.4 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.4 0.0 64.1 73.0 0.0 0.0 32.4 60.0 59.5 36.3 LnGrp LOS D A E E A A C E E D Approach Vol, veh/h 614 414 1000 Approach Delay, s/veh 56.9 73.0 56.0 Approach LOS E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.6 41.3 34.2 12.3 40.7 38.6 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 8.6 33.3 27.3 9.2 23.5 33.0 Green Ext Time (p_c), s 0.2 3.1 1.9 0.2 5.2 0.5 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 3 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 584 250 Future Volume (veh/h) 584 250 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.98 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1736 1736 Adj Flow Rate, veh/h 635 272 Peak Hour Factor 0.92 0.92 Percent Heavy Veh, % 1 1 Cap, veh/h 937 750 Arrive On Green 0.28 0.28 Sat Flow, veh/h 3299 1438 Grp Volume(v), veh/h 635 272 Grp Sat Flow(s),veh/h/ln 1650 1438 Q Serve(g_s), s 21.5 14.2 Cycle Q Clear(g_c), s 21.5 14.2 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 937 750 V/C Ratio(X) 0.68 0.36 Avail Cap(c_a), veh/h 1049 799 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 39.9 18.2 Incr Delay (d2), s/veh 1.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.5 18.4 LnGrp LOS D B Approach Vol, veh/h 1029 Approach Delay, s/veh 34.8 Approach LOS C Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 11 1 0 37 1 1 1143 3 2 20 892 26 Future Vol, veh/h 10 0 11 1 0 37 1 1 1143 3 2 20 892 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 4 0 8 0 8 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 10 0 0 0 0 0 0 0 1 0 0 0 0 4 Mvmt Flow 11 0 12 1 0 40 1 1 1242 3 2 22 970 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1661 2293 503 1789 2306 631 998 1002 0 0 1246 1253 0 0 Stage 1 1036 1036 - 1256 1256 - - - - - - - - - Stage 2 625 1257 - 533 1050 - - - - - - - - - Critical Hdwy 7.7 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - - Critical Hdwy Stg 1 6.7 5.5 - 6.5 5.5 - - - - - - - - - Critical Hdwy Stg 2 6.7 5.5 - 6.5 5.5 - - - - - - - - - Follow-up Hdwy 3.6 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - - Pot Cap-1 Maneuver 59 40 519 52 39 429 339 699 - - 235 562 - - Stage 1 234 311 - 184 245 - - - - - - - - - Stage 2 420 245 - 503 307 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 51 37 517 48 37 426 450 450 - - 487 487 - - Mov Cap-2 Maneuver 51 37 - 48 37 - - - - - - - - - Stage 1 232 295 - 182 242 - - - - - - - - - Stage 2 379 242 - 467 291 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 53.2 16.5 0 0.3 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 450 - - 97 353 487 - - HCM Lane V/C Ratio 0.005 - - 0.235 0.117 0.049 - - HCM Control Delay (s) 13 - - 53.2 16.5 12.8 - - HCM Lane LOS B - - F C B - - HCM 95th %tile Q(veh) 0 - - 0.8 0.4 0.2 - - Queues 8: N 7th Ave & Tamarack St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 121 200 1074 75 130 851 v/c Ratio 0.58 0.60 0.46 0.08 0.33 0.32 Control Delay 62.8 39.5 10.2 5.7 5.6 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.8 39.5 10.2 5.7 5.6 4.8 Queue Length 50th (ft) 99 117 173 11 17 81 Queue Length 95th (ft) 145 164 334 39 51 173 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 493 434 2329 968 483 2634 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.46 0.46 0.08 0.27 0.32 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 111 184 988 69 120 783 Future Volume (veh/h) 111 184 988 69 120 783 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1736 1736 1695 1750 1750 Adj Flow Rate, veh/h 121 200 1074 75 130 851 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 4 0 0 Cap, veh/h 249 278 2336 1011 401 2558 Arrive On Green 0.15 0.15 0.71 0.71 0.04 0.77 Sat Flow, veh/h 1654 1471 3386 1428 1667 3413 Grp Volume(v), veh/h 121 200 1074 75 130 851 Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1428 1667 1663 Q Serve(g_s), s 8.7 16.6 18.3 2.1 2.6 10.3 Cycle Q Clear(g_c), s 8.7 16.6 18.3 2.1 2.6 10.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 249 278 2336 1011 401 2558 V/C Ratio(X) 0.49 0.72 0.46 0.07 0.32 0.33 Avail Cap(c_a), veh/h 496 498 2336 1011 555 2558 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.6 49.5 8.2 5.8 6.2 4.6 Incr Delay (d2), s/veh 1.5 3.5 0.7 0.1 0.5 0.4 Initial 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 6.1 0.6 0.8 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.1 53.0 8.9 6.0 6.6 5.0 LnGrp LOS D D A A A A Approach Vol, veh/h 321 1149 981 Approach Delay, s/veh 52.6 8.7 5.2 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 97.5 105.4 24.6 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0 Max Q Clear Time (g_c+I1), s 4.6 20.3 12.3 18.6 Green Ext Time (p_c), s 0.2 9.9 7.1 1.0 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 0 47 8 0 19 18 67 1026 36 18 880 15 Future Vol, veh/h 16 0 47 8 0 19 18 67 1026 36 18 880 15 Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length - - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 0 0 0 1 0 6 1 0 Mvmt Flow 17 0 51 9 0 21 20 73 1115 39 20 957 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1751 2356 490 1850 2345 586 973 975 0 0 1163 0 0 Stage 1 1007 1007 - 1330 1330 - - - - - - - - Stage 2 744 1349 - 520 1015 - - - - - - - - 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 56 36 524 47 37 459 351 716 - - 574 - - Stage 1 262 321 - 166 226 - - - - - - - - Stage 2 377 221 - 512 318 - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 45 29 523 36 30 455 566 566 - - 569 - - Mov Cap-2 Maneuver 45 29 - 36 30 - - - - - - - - Stage 1 219 309 - 138 188 - - - - - - - - Stage 2 301 183 - 445 306 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 52.5 54 0.9 0.2 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 566 - - 141 102 569 - - HCM Lane V/C Ratio 0.163 - - 0.486 0.288 0.034 - - HCM Control Delay (s) 12.6 - - 52.5 54 11.6 - - HCM Lane LOS B - - F F B - - HCM 95th %tile Q(veh) 0.6 - - 2.3 1.1 0.1 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 574 7 2 636 6 3 Future Vol, veh/h 574 7 2 636 6 3 Conflicting Peds, #/hr 0 5 5 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 14 0 0 0 0 Mvmt Flow 624 8 2 691 7 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 637 0 1328 633 Stage 1 - - - - 633 - Stage 2 - - - - 695 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 956 - 173 483 Stage 1 - - - - 533 - Stage 2 - - - - 499 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 951 - 172 481 Mov Cap-2 Maneuver - - - - 313 - Stage 1 - - - - 530 - Stage 2 - - - - 498 - Approach EB WB NB HCM Control Delay, s 0 0 15.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 354 - - 951 - HCM Lane V/C Ratio 0.028 - - 0.002 - HCM Control Delay (s) 15.5 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/20/2023 PM Peak 8 Aspen 11:58 am 11/20/2023 Future (2026) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 5.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 452 93 85 546 151 139 Future Vol, veh/h 452 93 85 546 151 139 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 491 101 92 593 164 151 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 592 0 1319 542 Stage 1 - - - - 542 - Stage 2 - - - - 777 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 994 - 175 544 Stage 1 - - - - 587 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 994 - ~ 151 544 Mov Cap-2 Maneuver - - - - 280 - Stage 1 - - - - 587 - Stage 2 - - - - 394 - Approach EB WB NB HCM Control Delay, s 0 1.2 24.8 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 280 544 - - 994 - HCM Lane V/C Ratio 0.586 0.278 - - 0.093 - HCM Control Delay (s) 34.6 14.1 - - 9 0 HCM Lane LOS D B - - A A HCM 95th %tile Q(veh) 3.4 1.1 - - 0.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 98.3F1 154.1F2 WB 17.6C1 23.3C1 NB 0.2A1 0.0A0 SB 0.3A1 0.3A1 Intersection 1.1A --1.7A -- WB 53.0D4 49.3D9 NB 4.5A9 13.4B 23 SB 3.2A 12 8.2A 10 Intersection 7.1A --16.0B -- EB 63.2F3 208.1F5 WB 11.0B0 237.4F4 NB 0.4A1 0.9A1 SB 0.1A0 0.3A1 Intersection 2.6A --8.6A -- EB 0.0A0 0.0A0 WB 2.4A1 1.3A1 NB 28.0D3 73.4F 10 Intersection 4.4A --15.1C -- EB 0.0A0 0.0A0 WB 0.0A0 0.0A0 NB 15.8C0 18.4C1 Intersection 0.0A --0.1A -- EB 96.9F 37 87.7F 33 WB 70.2E 22 190.1F 37 NB 43.7D 13 123.1F 33 SB 43.8D 22 46.4D 20 Intersection 59.5E --99.3F -- North 8th Avenue & Durston Road Intersection Control Signalized North 7th Avenue & West Peach Street North 7th Avenue & West Aspen Street Intersection Control One-Way Stop-Control (NB) North 11th Avenue & Durston Road Intersection Control One-Way Stop-Control (NB) North 7th Avenue & West Juniper Street Intersection Control Signalized North 7th Avenue & West Tamarack Street Intersection Control Two-Way Stop-Control (EB/WB) Intersection Approach Future (2038) AM Peak PM Peak Intersection Control Two-Way Stop-Control (EB/WB) Queues 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 202 525 360 93 566 177 876 257 v/c Ratio 0.51 1.30 0.96 0.52 0.67 0.60 0.93 0.32 Control Delay 50.7 191.6 88.0 37.4 50.3 36.7 65.0 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.7 191.6 88.0 37.4 50.3 36.7 65.0 11.2 Queue Length 50th (ft) 165 ~632 317 53 242 106 406 72 Queue Length 95th (ft) 265 #916 #549 92 313 163 #550 132 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 394 405 375 250 929 317 946 811 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 1.30 0.96 0.37 0.61 0.56 0.93 0.32 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 207 363 98 35 238 58 86 485 36 5 158 806 Future Volume (veh/h) 207 363 98 35 238 58 86 485 36 5 158 806 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1736 1750 1709 1723 1586 1723 1723 1709 1750 1723 Adj Flow Rate, veh/h 225 395 107 38 259 63 93 527 39 172 876 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 0 3 2 12 2 2 3 0 2 Cap, veh/h 450 356 96 41 282 68 166 807 60 299 968 Arrive On Green 0.27 0.27 0.27 0.24 0.24 0.24 0.06 0.26 0.26 0.09 0.30 Sat Flow, veh/h 1654 1307 354 175 1192 290 1641 3086 228 1667 3273 Grp Volume(v), veh/h 225 0 502 360 0 0 93 279 287 172 876 Grp Sat Flow(s),veh/h/ln 1654 0 1662 1657 0 0 1641 1637 1678 1667 1637 Q Serve(g_s), s 14.7 0.0 35.0 27.2 0.0 0.0 5.3 19.5 19.6 9.4 33.1 Cycle Q Clear(g_c), s 14.7 0.0 35.0 27.2 0.0 0.0 5.3 19.5 19.6 9.4 33.1 Prop In Lane 1.00 0.21 0.11 0.17 1.00 0.14 1.00 Lane Grp Cap(c), veh/h 450 0 453 391 0 0 166 428 439 299 968 V/C Ratio(X) 0.50 0.00 1.11 0.92 0.00 0.00 0.56 0.65 0.65 0.57 0.90 Avail Cap(c_a), veh/h 450 0 453 451 0 0 292 509 522 370 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 0.0 46.8 47.9 0.0 0.0 35.7 42.2 42.3 31.0 43.5 Incr Delay (d2), s/veh 0.9 0.0 75.5 22.3 0.0 0.0 2.9 2.3 2.3 1.7 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 0.0 23.9 13.7 0.0 0.0 2.3 8.2 8.5 4.0 14.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.2 0.0 122.3 70.2 0.0 0.0 38.6 44.5 44.5 32.7 54.5 LnGrp LOS D A F E A A D D D C D Approach Vol, veh/h 727 360 659 1305 Approach Delay, s/veh 96.9 70.2 43.7 43.8 Approach LOS F E D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.6 38.6 40.0 10.1 43.0 35.4 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 11.4 21.6 37.0 7.3 35.1 29.2 Green Ext Time (p_c), s 0.2 3.5 0.0 0.1 3.0 1.1 Intersection Summary HCM 6th Ctrl Delay 59.5 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 236 Future Volume (veh/h) 236 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1723 Adj Flow Rate, veh/h 257 Peak Hour Factor 0.92 Percent Heavy Veh, % 2 Cap, veh/h 824 Arrive On Green 0.30 Sat Flow, veh/h 1440 Grp Volume(v), veh/h 257 Grp Sat Flow(s),veh/h/ln 1440 Q Serve(g_s), s 12.1 Cycle Q Clear(g_c), s 12.1 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 824 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 846 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 14.6 Incr Delay (d2), s/veh 0.2 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.8 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 1 4 3 0 23 9 701 8 39 1291 21 Future Vol, veh/h 8 1 4 3 0 23 9 701 8 39 1291 21 Conflicting Peds, #/hr 0 0 0 0 0 0 11 0 10 10 0 11 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 12 0 2 0 Mvmt Flow 9 1 4 3 0 25 10 762 9 42 1403 23 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1911 2311 724 1583 2318 396 1437 0 0 781 0 0 Stage 1 1510 1510 - 797 797 - - - - - - - Stage 2 401 801 - 786 1521 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 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 2.2 - - 2.2 - - Pot Cap-1 Maneuver 42 39 373 74 38 609 479 - - 845 - - Stage 1 128 185 - 351 401 - - - - - - - Stage 2 602 400 - 356 183 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 38 36 369 67 35 603 474 - - 837 - - Mov Cap-2 Maneuver 38 36 - 67 35 - - - - - - - Stage 1 124 174 - 340 389 - - - - - - - Stage 2 565 388 - 332 172 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 98.3 17.6 0.2 0.3 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 474 - - 52 314 837 - - HCM Lane V/C Ratio 0.021 - - 0.272 0.09 0.051 - - HCM Control Delay (s) 12.8 - - 98.3 17.6 9.5 - - HCM Lane LOS B - - F C A - - HCM 95th %tile Q(veh) 0.1 - - 0.9 0.3 0.2 - - Queues 8: N 7th Ave & Tamarack St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 66 98 686 107 199 1205 v/c Ratio 0.38 0.28 0.29 0.10 0.33 0.45 Control Delay 52.8 7.4 8.2 4.7 4.6 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.8 7.4 8.2 4.7 4.6 5.1 Queue Length 50th (ft) 50 0 82 9 20 103 Queue Length 95th (ft) 80 34 203 46 77 287 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 435 508 2361 1037 714 2707 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.19 0.29 0.10 0.28 0.45 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 61 90 631 98 183 1109 Future Volume (veh/h) 61 90 631 98 183 1109 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1682 1750 1723 1736 1736 1723 Adj Flow Rate, veh/h 66 98 686 107 199 1205 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 0 2 1 1 2 Cap, veh/h 131 188 2492 1092 615 2721 Arrive On Green 0.08 0.08 0.76 0.76 0.04 0.83 Sat Flow, veh/h 1602 1483 3359 1435 1654 3359 Grp Volume(v), veh/h 66 98 686 107 199 1205 Grp Sat Flow(s),veh/h/ln 1602 1483 1637 1435 1654 1637 Q Serve(g_s), s 4.7 7.4 7.6 2.3 2.9 11.8 Cycle Q Clear(g_c), s 4.7 7.4 7.6 2.3 2.9 11.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 131 188 2492 1092 615 2721 V/C Ratio(X) 0.50 0.52 0.28 0.10 0.32 0.44 Avail Cap(c_a), veh/h 440 474 2492 1092 844 2721 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 49.0 4.3 3.7 2.7 2.7 Incr Delay (d2), s/veh 2.9 2.2 0.3 0.2 0.3 0.5 Initial 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 2.2 0.6 0.7 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.7 51.2 4.6 3.9 3.0 3.2 LnGrp LOS E D A A A A Approach Vol, veh/h 164 793 1404 Approach Delay, s/veh 53.0 4.5 3.2 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.4 96.8 105.2 14.8 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 22.0 * 52 * 77 33.0 Max Q Clear Time (g_c+I1), s 4.9 9.6 13.8 9.4 Green Ext Time (p_c), s 0.5 5.7 12.2 0.5 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 0 51 0 0 1 2 20 717 13 4 3 1147 8 Future Vol, veh/h 24 0 51 0 0 1 2 20 717 13 4 3 1147 8 Conflicting Peds, #/hr 0 0 3 3 0 0 0 6 0 6 0 6 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 2 0 0 0 2 13 Mvmt Flow 26 0 55 0 0 1 2 22 779 14 4 3 1247 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1710 2119 637 1481 2116 403 1255 1262 0 0 793 799 0 0 Stage 1 1272 1272 - 840 840 - - - - - - - - - Stage 2 438 847 - 641 1276 - - - - - - - - - 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 60 51 425 89 51 603 232 558 - - 457 833 - - Stage 1 180 241 - 330 384 - - - - - - - - - Stage 2 573 381 - 434 240 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 57 47 421 73 47 600 480 480 - - 565 565 - - Mov Cap-2 Maneuver 57 47 - 73 47 - - - - - - - - - Stage 1 170 236 - 312 362 - - - - - - - - - Stage 2 543 360 - 370 235 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 63.2 11 0.4 0.1 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 480 - - 138 600 565 - - HCM Lane V/C Ratio 0.05 - - 0.591 0.002 0.013 - - HCM Control Delay (s) 12.9 - - 63.2 11 11.5 - - HCM Lane LOS B - - F B B - - HCM 95th %tile Q(veh) 0.2 - - 3 0 0 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 670 3 0 551 2 1 Future Vol, veh/h 670 3 0 551 2 1 Conflicting Peds, #/hr 0 13 13 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 2 0 0 Mvmt Flow 728 3 0 599 2 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 744 0 1342 744 Stage 1 - - - - 743 - Stage 2 - - - - 599 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 873 - 169 418 Stage 1 - - - - 474 - Stage 2 - - - - 553 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 862 - 167 412 Mov Cap-2 Maneuver - - - - 307 - Stage 1 - - - - 468 - Stage 2 - - - - 553 - Approach EB WB NB HCM Control Delay, s 0 0 15.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 336 - - 862 - HCM Lane V/C Ratio 0.01 - - - - HCM Control Delay (s) 15.8 - - 0 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/21/2023 AM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 4.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 603 166 129 423 110 83 Future Vol, veh/h 603 166 129 423 110 83 Conflicting Peds, #/hr 0 1 1 0 3 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 2 1 2 6 0 Mvmt Flow 655 180 140 460 120 90 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 836 0 1489 746 Stage 1 - - - - 746 - Stage 2 - - - - 743 - Critical Hdwy - - 4.11 - 6.46 6.2 Critical Hdwy Stg 1 - - - - 5.46 - Critical Hdwy Stg 2 - - - - 5.46 - Follow-up Hdwy - - 2.209 - 3.554 3.3 Pot Cap-1 Maneuver - - 802 - 134 417 Stage 1 - - - - 462 - Stage 2 - - - - 463 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 801 - ~ 102 417 Mov Cap-2 Maneuver - - - - 228 - Stage 1 - - - - 462 - Stage 2 - - - - 353 - Approach EB WB NB HCM Control Delay, s 0 2.4 28 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 228 417 - - 801 - HCM Lane V/C Ratio 0.524 0.216 - - 0.175 - HCM Control Delay (s) 37 16 - - 10.4 0 HCM Lane LOS E C - - B A HCM 95th %tile Q(veh) 2.8 0.8 - - 0.6 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Queues 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 296 476 523 176 1091 160 801 340 v/c Ratio 0.77 1.19 1.44 0.76 1.19 0.76 0.87 0.42 Control Delay 64.9 154.1 250.4 52.5 141.6 54.8 60.8 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.9 154.1 250.4 52.5 141.6 54.8 60.8 12.9 Queue Length 50th (ft) 273 ~564 ~663 105 ~646 95 377 106 Queue Length 95th (ft) #421 #812 #903 #193 #806 178 #490 179 Internal Link Dist (ft) 335 567 395 673 Turn Bay Length (ft) 90 60 50 50 Base Capacity (vph) 384 399 364 256 914 242 925 809 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 1.19 1.44 0.69 1.19 0.66 0.87 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations Traffic Volume (veh/h) 303 327 81 57 332 92 2 160 970 34 5 143 Future Volume (veh/h) 303 327 81 57 332 92 2 160 970 34 5 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1750 1723 1709 1750 1723 1750 1723 Adj Flow Rate, veh/h 329 355 88 62 361 100 174 1054 37 155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 0 0 2 3 0 2 0 2 Cap, veh/h 415 339 84 49 285 79 225 924 32 186 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.09 0.29 0.29 0.08 Sat Flow, veh/h 1654 1350 335 195 1136 315 1667 3223 113 1641 Grp Volume(v), veh/h 329 0 443 523 0 0 174 535 556 155 Grp Sat Flow(s),veh/h/ln 1654 0 1684 1645 0 0 1667 1637 1699 1641 Q Serve(g_s), s 25.9 0.0 35.0 35.0 0.0 0.0 10.3 40.0 40.0 9.3 Cycle Q Clear(g_c), s 25.9 0.0 35.0 35.0 0.0 0.0 10.3 40.0 40.0 9.3 Prop In Lane 1.00 0.20 0.12 0.19 1.00 0.07 1.00 Lane Grp Cap(c), veh/h 415 0 423 413 0 0 225 469 487 186 V/C Ratio(X) 0.79 0.00 1.05 1.27 0.00 0.00 0.77 1.14 1.14 0.83 Avail Cap(c_a), veh/h 415 0 423 413 0 0 279 469 487 252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 0.0 52.2 52.2 0.0 0.0 36.0 49.7 49.7 36.8 Incr Delay (d2), s/veh 10.1 0.0 56.9 137.9 0.0 0.0 10.2 85.9 85.3 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.9 0.0 21.4 30.4 0.0 0.0 4.9 27.6 28.6 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.9 0.0 109.1 190.1 0.0 0.0 46.2 135.6 135.0 52.6 LnGrp LOS E A F F A A D F F D Approach Vol, veh/h 772 523 1265 Approach Delay, s/veh 87.7 190.1 123.1 Approach LOS F F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.4 45.0 40.0 15.4 44.0 40.0 Change Period (Y+Rc), s 3.0 * 5 5.0 3.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 * 40 35.0 17.0 * 40 35.0 Max Q Clear Time (g_c+I1), s 11.3 42.0 37.0 12.3 34.2 37.0 Green Ext Time (p_c), s 0.2 0.0 0.0 0.2 3.3 0.0 Intersection Summary HCM 6th Ctrl Delay 99.3 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: N 7th Ave & Durston Rd/Peach St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 3 Movement SBT SBR Lane Configurations Traffic Volume (veh/h) 737 313 Future Volume (veh/h) 737 313 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 0.98 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1736 1736 Adj Flow Rate, veh/h 801 340 Peak Hour Factor 0.92 0.92 Percent Heavy Veh, % 1 1 Cap, veh/h 923 771 Arrive On Green 0.28 0.28 Sat Flow, veh/h 3299 1437 Grp Volume(v), veh/h 801 340 Grp Sat Flow(s),veh/h/ln 1650 1437 Q Serve(g_s), s 32.2 20.3 Cycle Q Clear(g_c), s 32.2 20.3 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 923 771 V/C Ratio(X) 0.87 0.44 Avail Cap(c_a), veh/h 946 782 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 1.00 Uniform Delay (d), s/veh 47.8 20.1 Incr Delay (d2), s/veh 8.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 11.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.3 20.5 LnGrp LOS E C Approach Vol, veh/h 1296 Approach Delay, s/veh 46.4 Approach LOS D Timer - Assigned Phs HCM 6th TWSC 6: N 7th Ave & Juniper St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 11 1 0 37 1 1 1448 3 2 20 1131 26 Future Vol, veh/h 10 0 11 1 0 37 1 1 1448 3 2 20 1131 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 4 0 8 0 8 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - - None Storage Length - - - - - - - 50 - - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - - 0 - Grade, % - 0 - - 0 - - - 0 - - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 10 0 0 0 0 0 0 0 1 0 0 0 0 4 Mvmt Flow 11 0 12 1 0 40 1 1 1574 3 2 22 1229 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2086 2884 633 2251 2897 797 1258 1261 0 0 1577 1585 0 0 Stage 1 1295 1295 - 1588 1588 - - - - - - - - - Stage 2 791 1589 - 663 1309 - - - - - - - - - Critical Hdwy 7.7 6.5 6.9 7.5 6.5 6.9 6.4 4.1 - - 6.4 4.1 - - Critical Hdwy Stg 1 6.7 5.5 - 6.5 5.5 - - - - - - - - - Critical Hdwy Stg 2 6.7 5.5 - 6.5 5.5 - - - - - - - - - Follow-up Hdwy 3.6 4 3.3 3.5 4 3.3 2.5 2.2 - - 2.5 2.2 - - Pot Cap-1 Maneuver 27 16 427 23 16 334 231 558 - - 144 420 - - Stage 1 160 235 - 115 169 - - - - - - - - - Stage 2 332 169 - 422 231 - - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 22 15 425 21 15 331 320 320 - - 346 346 - - Mov Cap-2 Maneuver 22 15 - 21 15 - - - - - - - - - Stage 1 158 218 - 113 167 - - - - - - - - - Stage 2 290 167 - 382 214 - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 154.1 23.3 0 0.3 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 320 - - 44 238 346 - - HCM Lane V/C Ratio 0.007 - - 0.519 0.174 0.069 - - HCM Control Delay (s) 16.3 - - 154.1 23.3 16.2 - - HCM Lane LOS C - - F C C - - HCM 95th %tile Q(veh) 0 - - 1.9 0.6 0.2 - - Queues 8: N 7th Ave & Tamarack St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 5 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 151 253 1360 93 164 1080 v/c Ratio 0.65 0.64 0.63 0.10 0.48 0.42 Control Delay 64.8 43.0 17.2 8.6 9.1 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.8 43.0 17.2 8.6 9.1 5.9 Queue Length 50th (ft) 123 172 324 19 24 126 Queue Length 95th (ft) 177 213 571 57 68 237 Internal Link Dist (ft) 610 284 280 Turn Bay Length (ft) 100 70 70 Base Capacity (vph) 493 438 2144 902 382 2589 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.58 0.63 0.10 0.43 0.42 Intersection Summary HCM 6th Signalized Intersection Summary 8: N 7th Ave & Tamarack St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 139 233 1251 86 151 994 Future Volume (veh/h) 139 233 1251 86 151 994 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1736 1736 1736 1709 1750 1750 Adj Flow Rate, veh/h 151 253 1360 93 164 1080 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 3 0 0 Cap, veh/h 305 341 2195 957 294 2446 Arrive On Green 0.18 0.18 0.67 0.67 0.05 0.74 Sat Flow, veh/h 1654 1471 3386 1439 1667 3413 Grp Volume(v), veh/h 151 253 1360 93 164 1080 Grp Sat Flow(s),veh/h/ln 1654 1471 1650 1439 1667 1663 Q Serve(g_s), s 10.7 20.7 30.5 3.0 3.9 16.5 Cycle Q Clear(g_c), s 10.7 20.7 30.5 3.0 3.9 16.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 305 341 2195 957 294 2446 V/C Ratio(X) 0.50 0.74 0.62 0.10 0.56 0.44 Avail Cap(c_a), veh/h 496 511 2195 957 433 2446 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 46.3 12.4 7.8 12.6 6.7 Incr Delay (d2), s/veh 1.2 3.2 1.3 0.2 1.6 0.6 Initial 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 10.8 0.9 1.9 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.8 49.5 13.7 8.0 14.3 7.3 LnGrp LOS D D B A B A Approach Vol, veh/h 404 1453 1244 Approach Delay, s/veh 49.3 13.4 8.2 Approach LOS D B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.1 91.9 101.0 29.0 Change Period (Y+Rc), s 3.0 * 5.4 * 5.4 5.0 Max Green Setting (Gmax), s 17.0 * 61 * 81 39.0 Max Q Clear Time (g_c+I1), s 5.9 32.5 18.5 22.7 Green Ext Time (p_c), s 0.3 12.4 10.1 1.2 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 10: N 7th Ave & Aspen St 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 7 Intersection Int Delay, s/veh 8.6 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 0 47 11 0 24 17 67 1301 46 23 1116 15 Future Vol, veh/h 16 0 47 11 0 24 17 67 1301 46 23 1116 15 Conflicting Peds, #/hr 0 0 1 1 0 0 0 2 0 9 9 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Free RT Channelized - - None - - None - - - None - - None Storage Length - - - - - - - 50 - - 50 - - Veh in Median Storage, # - 0 - - 0 - - - 0 - - 0 - Grade, % - 0 - - 0 - - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 0 0 0 0 0 1 0 4 1 0 Mvmt Flow 17 0 51 12 0 26 18 73 1414 50 25 1213 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2162 2928 618 2288 2911 741 1229 1231 0 0 1473 0 0 Stage 1 1273 1273 - 1630 1630 - - - - - - - - Stage 2 889 1655 - 658 1281 - - - - - - - - Critical Hdwy 7.5 6.5 6.94 7.5 6.5 6.9 6.4 4.1 - - 4.18 - - 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 - - 2.24 - - Pot Cap-1 Maneuver 27 15 432 22 16 363 241 573 - - 444 - - Stage 1 180 241 - 108 162 - - - - - - - - Stage 2 309 157 - 424 238 - - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 20 11 431 15 12 360 428 428 - - 440 - - Mov Cap-2 Maneuver 20 11 - 15 12 - - - - - - - - Stage 1 141 227 - 84 126 - - - - - - - - Stage 2 226 122 - 352 224 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 208.1 237.4 0.9 0.3 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 428 - - 69 44 440 - - HCM Lane V/C Ratio 0.213 - - 0.992 0.865 0.057 - - HCM Control Delay (s) 15.7 - - 208.1 237.4 13.7 - - HCM Lane LOS C - - F F B - - HCM 95th %tile Q(veh) 0.8 - - 5 3.4 0.2 - - HCM 6th TWSC 13: N 8th Ave & Durston Rd 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 723 7 2 803 6 3 Future Vol, veh/h 723 7 2 803 6 3 Conflicting Peds, #/hr 0 5 5 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 14 0 0 0 0 Mvmt Flow 786 8 2 873 7 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 799 0 1672 795 Stage 1 - - - - 795 - Stage 2 - - - - 877 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 833 - 107 391 Stage 1 - - - - 448 - Stage 2 - - - - 410 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 829 - 106 389 Mov Cap-2 Maneuver - - - - 243 - Stage 1 - - - - 446 - Stage 2 - - - - 408 - Approach EB WB NB HCM Control Delay, s 0 0 18.4 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 278 - - 829 - HCM Lane V/C Ratio 0.035 - - 0.003 - HCM Control Delay (s) 18.4 - - 9.4 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 15: N 11th Ave & Durston Rd 11/21/2023 PM Peak 8 Aspen 10:48 am 11/21/2023 Future (2038) Synchro 11 Report Page 9 Intersection Int Delay, s/veh 15.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 569 118 107 690 191 175 Future Vol, veh/h 569 118 107 690 191 175 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 75 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 618 128 116 750 208 190 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 746 0 1664 682 Stage 1 - - - - 682 - Stage 2 - - - - 982 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 871 - ~ 108 453 Stage 1 - - - - 506 - Stage 2 - - - - 366 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 871 - ~ 83 453 Mov Cap-2 Maneuver - - - - ~ 200 - Stage 1 - - - - 506 - Stage 2 - - - - 283 - Approach EB WB NB HCM Control Delay, s 0 1.3 73.4 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 200 453 - - 871 - HCM Lane V/C Ratio 1.038 0.42 - - 0.134 - HCM Control Delay (s) 123.7 18.6 - - 9.8 0 HCM Lane LOS F C - - A A HCM 95th %tile Q(veh) 9.3 2 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon APPENDIX D TRAFFIC SIGNAL WARRANT WORKSHEETS x x xxxxxxxxxxxxxxxxxx------ Yes Nox      xxxxxxxxxxxx  ------ Yes  No 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System Signals Warranted TRAFFIC SIGNAL WARRANTS Existing Conditions (2023) 6. Coordinated Signal System 7. Crash History 8. Roadway Network 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing Future (2038) North 11th Avenue & Durston Road Full Buildout (2026) Full Buildout (2026) 9. Intersection Near a Grade Crossing Future (2038) TRAFFIC SIGNAL WARRANTS Existing Conditions (2023) 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 Sanderson Stewart11/8/2023235058 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 Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2026)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 05:00 100 119 0 0 219 06:00 203 290 0 1 493 17:00 419 634 13 0 1053 138:00 628 886 38 1 1514 389:00 545 614 56 4 1159 5610:00 613 633 88 3 1246 8811:00 732 714 88 12 1446 8812:00 873 788 63 24 1661 6313:00 801 726 107 16 1527 10714:00 866 736 75 11 1602 7515:00 993 774 56 16 1767 5616:00 1065 765 94 18 1830 9417:00 1062 934 125 24 1996 12518:00 724 731 88 24 1455 8819:00 486 458 75 30 944 7520:00 428 298 25 20 726 2521:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00000000TOTAL105381010099120420638992Condition A - Minimum Vehicular Volume (100% Columns): HrsNo 0Condition B - Interruption of Continuous Traffic (100% Columns):Yes 8Combination of Conditions A & B (80% Columns):No 1Yes 9Warrant 1 Satisfied?YesProject Description:Warrant 1: Eight-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor 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 11/8/2023 23505 8 Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2038) 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 5:00 125 151 0 0 276 0 6:00 254 366 0 1 620 1 7:00 524 803 13 0 1327 13 8:00 785 1121 38 1 1906 38 9:00 682 777 56 5 1459 56 10:00 767 802 88 4 1569 88 11:00 916 904 88 16 1820 88 12:00 1091 997 63 31 2088 63 13:00 1002 919 107 20 1921 107 14:00 1083 931 75 15 2014 75 15:00 1243 979 56 20 2222 56 16:00 1332 969 94 23 2301 94 17:00 1329 1182 125 31 2511 125 18:00 906 926 88 31 1832 88 19:00 608 579 75 39 1187 75 20:00 535 377 25 25 912 25 21:00 0 0 0 0 0 0 22:00 0 0 0 0 0 0 23:00000000 TOTAL 13182 12783 991 262 25965 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 > 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 Stewart11/8/2023235058 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 Stewart11/8/2023235058 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 05:00 100 119 0 0 219 06:00 203 290 0 1 493 17:00 419 634 13 0 1053 138:00 628 886 38 1 1514 389:00 545 614 56 4 1159 5610:00 613 633 88 3 1246 8811:00 732 714 88 12 1446 8812:00 873 788 63 24 1661 6313:00 801 726 107 16 1527 10714:00 866 736 75 11 1602 7515:00 993 774 56 16 1767 5616:00 1065 765 94 18 1830 9417:00 1062 934 125 24 1996 12518:00 724 731 88 24 1455 8819:00 486 458 75 30 944 7520:00 428 298 25 20 726 2521:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 10538 10100 991 204 20638 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 Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2038)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 05:00 125 151 0 0 276 06:00 254 366 0 1 620 17:00 524 803 13 0 1327 138:00 785 1121 38 1 1906 389:00 682 777 56 5 1459 5610:00 767 802 88 4 1569 8811:00 916 904 88 16 1820 8812:00 1091 997 63 31 2088 6313:00 1002 919 107 20 1921 10714:00 1083 931 75 15 2014 7515:00 1243 979 56 20 2222 5616:00 1332 969 94 23 2301 9417:00 1329 1182 125 31 2511 12518:00 906 926 88 31 1832 8819:00 608 579 75 39 1187 7520:00 535 377 25 25 912 2521:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 13182 12783 991 262 25965 992Meets 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 Stewart11/8/2023235058 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 Stewart11/8/2023235058 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 (0.92)High minor approach volume > 100 for peak hour?No (63)Total entering volume > 800 for peak hour?Yes (2149)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?NoWarrant 3 Satisfied?No21496320590.924:45 -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) 1516High Minor Approach Volume (vehs) 75Total Volume of Major Approaches (vehs) 1592AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.61Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman35 mphN 7th Avenue (2 lane)W Aspen Street (1 lane)Analysis Year/Case: Future (2038)Category A:Peak Period: AMTotal stopped time delay for minor approach > 4 veh-hrs?No (3.64)High minor approach volume > 100 for peak hour?No (63)Total entering volume > 800 for peak hour?Yes (2683)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:1914High Minor Total Stopped Time Delay (hrs) 1.32Project 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) 2683High Minor Total Stopped Time Delay (hrs) 3.64Total Volume of Major Approaches (vehs) 2585High Minor Approach Volume (vehs) 63High Minor Approach Volume (vehs) 75Total Entering Volume (vehs) 1990Total Volume of Major Approaches (vehs) Sanderson Stewart 11/8/2023 23505 8 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 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 11/8/2023 23505 8 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 5:00 219 2 6:00 493 1 7:00 1053 2 8:00 1514 5 9:00 1159 2 10:00 1246 3 11:00 1446 3 12:00 1661 5 13:00 1527 7 14:00 1602 4 15:00 1767 3 16:00 1830 7 17:00 1996 10 18:00 1455 20 19:00 944 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 726 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 20,638 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 11/8/2023 23505 8 Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2038) 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 5:00 276 2 6:00 620 1 7:00 1327 2 8:00 1906 5 9:00 1459 2 10:00 1569 3 11:00 1820 3 12:00 2088 5 13:00 1921 7 14:00 2014 4 15:00 2222 3 16:00 2301 7 17:00 2511 10 18:00 1832 20 19:00 1187 12 For each of any 4 hours of an average day, do the plotted points representing 20:00 912 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 25,965 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 11/8/2023 23505 8 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 11/8/2023 23505 8 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 11/8/2023 23505 8 Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2038) 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 11/8/2023 23505 8 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 11/8/2023 23505 8 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 11/8/2023 23505 8 Aspen Development City of Bozeman 35 mph N 7th Avenue (2 lane) W Aspen Street (1 lane) Analysis Year/Case: Future (2038) 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: Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)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 7 0 60 31 91 76:00 35 0 155 75 230 357:00 85 0 438 268 706 858:00 112 0 543 372 915 1129:00 97 0 345 275 620 9710:00 122 0 358 274 632 12211:00 151 0 392 321 713 15112:00 217 0 446 384 830 21713:00 162 0 406 360 766 16214:00 156 0 446 363 809 15615:00 226 0 487 481 968 22616:00 257 0 425 470 895 25717:00 266 0 499 591 1090 26618:00 169 0 446 386 832 16919:00 128 0 289 258 547 12820:00 141 0 177 217 394 14121:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00000000TOTAL2331059125126110382331Condition A - Minimum Vehicular Volume (100% Columns): HrsNo 4Condition B - Interruption of Continuous Traffic (100% Columns):Yes 8Combination of Conditions A & B (80% Columns):No 6Yes 12Warrant 1 Satisfied?YesProject 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 > 500 and Higher Minor Street Total > 200 for 8 hours?Major Street Total > 750 and Higher Minor Street Total > 100 for 8 hours?Major Street Total > 400 and Higher Minor Street Total > 160 for 8 hours?Major Street Total > 600 and Higher Minor Street Total > 80 for 8 hours?Higher Volume Minor Approach Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Future (2026)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 8 0 65 34 99 86:00 38 0 167 82 249 387:00 91 0 473 293 766 918:00 120 0 586 407 993 1209:00 104 0 372 301 673 10410:00 131 0 387 300 687 13111:00 162 0 423 352 775 16212:00 233 0 482 421 903 23313:00 174 0 438 394 832 17414:00 168 0 482 398 880 16815:00 243 0 526 527 1053 24316:00 276 0 459 515 974 27617:00 286 0 539 647 1186 28618:00 182 0 482 423 905 18219:00 138 0 312 283 595 13820:00 152 0 191 238 429 15221:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00000000TOTAL2506063845615119992506Condition A - Minimum Vehicular Volume (100% Columns): HrsNo 4Condition B - Interruption of Continuous Traffic (100% Columns):Yes 9Combination of Conditions A & B (80% Columns):Yes 8Yes 12Warrant 1 Satisfied?YesProject Description:Warrant 1: Eight-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total (Both Approaches)Major Street Total > 500 and Higher Minor Street Total > 200 for 8 hours?Major Street Total > 750 and Higher Minor Street Total > 100 for 8 hours?Major Street Total > 400 and Higher Minor Street Total > 160 for 8 hours?Major Street Total > 600 and Higher Minor Street Total > 80 for 8 hours?Higher Volume Minor Approach Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Future (2038)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 9 0 82 43 125 96:00 47 0 212 103 315 477:00 115 0 598 370 968 1158:00 152 0 741 513 1254 1529:00 132 0 471 379 850 13210:00 166 0 489 378 867 16611:00 205 0 535 443 978 20512:00 294 0 609 530 1139 29413:00 220 0 554 497 1051 22014:00 212 0 609 501 1110 21215:00 307 0 665 663 1328 30716:00 349 0 580 648 1228 34917:00 361 0 681 815 1496 36118:00 229 0 609 532 1141 22919:00 174 0 394 356 750 17420:00 191 0 242 299 541 19121:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00000000TOTAL3163080717070151413163Condition A - Minimum Vehicular Volume (100% Columns): HrsYes 8Condition B - Interruption of Continuous Traffic (100% Columns):Yes 13Combination of Conditions A & B (80% Columns):Yes 11Yes 13Warrant 1 Satisfied?YesProject Description:Warrant 1: Eight-Hour Vehicular VolumeGeneral InformationAgency/Company:Date:Project Number:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Avg. Entering VolumeMajor Street Total > 600 and Higher Minor Street Total > 80 for 8 hours?Higher Volume Minor ApproachMajor Street Total > 500 and Higher Minor Street Total > 200 for 8 hours?Major Street Total > 750 and Higher Minor Street Total > 100 for 8 hours?Major Street Total > 400 and Higher Minor Street Total > 160 for 8 hours?Major Street Total (Both Approaches) Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)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 7 0 60 31 91 76:00 35 0 155 75 230 357:00 85 0 438 268 706 858:00 112 0 543 372 915 1129:00 97 0 345 275 620 9710:00 122 0 358 274 632 12211:00 151 0 392 321 713 15112:00 217 0 446 384 830 21713:00 162 0 406 360 766 16214:00 156 0 446 363 809 15615:00 226 0 487 481 968 22616:00 257 0 425 470 895 25717:00 266 0 499 591 1090 26618:00 169 0 446 386 832 16919:00 128 0 289 258 547 12820:00 141 0 177 217 394 14121:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 2331 0 5912 5126 11038 2331Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (4 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 Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)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 8 0 65 34 99 86:00 38 0 167 82 249 387:00 91 0 473 293 766 918:00 120 0 586 407 993 1209:00 104 0 372 301 673 10410:00 131 0 387 300 687 13111:00 162 0 423 352 775 16212:00 233 0 482 421 903 23313:00 174 0 438 394 832 17414:00 168 0 482 398 880 16815:00 243 0 526 527 1053 24316:00 276 0 459 515 974 27617:00 286 0 539 647 1186 28618:00 182 0 482 423 905 18219:00 138 0 312 283 595 13820:00 152 0 191 238 429 15221:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 2506 0 6384 5615 11999 2506Meets 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 Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Future (2038)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 9 0 82 43 125 96:00 47 0 212 103 315 477:00 115 0 598 370 968 1158:00 152 0 741 513 1254 1529:00 132 0 471 379 850 13210:00 166 0 489 378 867 16611:00 205 0 535 443 978 20512:00 294 0 609 530 1139 29413:00 220 0 554 497 1051 22014:00 212 0 609 501 1110 21215:00 307 0 665 663 1328 30716:00 349 0 580 648 1228 34917:00 361 0 681 815 1496 36118:00 229 0 609 532 1141 22919:00 174 0 394 356 750 17420:00 191 0 242 299 541 19121:00 0 0 0 0 0 022:00 0 0 0 0 0 023:00 0 0 0 0 0 0TOTAL 3163 0 8071 7070 15141 3163Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?Yes (9 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 Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Existing (2023)Category A:Peak Period: PMTotal stopped time delay for minor approach > 5 veh-hrs?No (1.57)High minor approach volume > 150 for peak hour?Yes (269)Total entering volume > 650 for peak hour?Yes (1352)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?YesWarrant 3 Satisfied?YesHigh Minor Approach Volume (vehs) 269Total Entering Volume (vehs) 1352PM Peak Hour 4:45 -5:45 PMHigh Minor Total Stopped Time Delay (hrs) 1.57Total Volume of Major Approaches (vehs) 1083Total Volume of Major Approaches (vehs) 962High Minor Approach Volume (vehs) 143Total Entering Volume (vehs) 1105AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.66Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Future (2026)Category A:Peak Period: PMTotal stopped time delay for minor approach > 5 veh-hrs?No (2.00)High minor approach volume > 150 for peak hour?Yes (290)Total entering volume > 650 for peak hour?Yes (1466)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?YesWarrant 3 Satisfied?Yes146629011762.004:45 -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) 1047High Minor Approach Volume (vehs) 153Total Volume of Major Approaches (vehs) 1200AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.77Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart11/8/2023235058 Aspen DevelopmentCity of Bozeman30 mphDurston Road (1 lane)N 11th Avenue (2 lanes)Analysis Year/Case: Future (2038)Category A:Peak Period: PMTotal stopped time delay for minor approach > 5 veh-hrs?Yes (7.46)High minor approach volume > 150 for peak hour?Yes (366)Total entering volume > 650 for peak hour?Yes (1850)Category A warrant satisfied?YesCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?YesWarrant 3 Satisfied?YesHigh Minor Total Stopped Time Delay (hrs) 1.50Warrant 3: Peak HourGeneral InformationAgency/Company:Date:High Minor Approach Volume (vehs) 193Total Entering Volume (vehs) 1514Total Volume of Major Approaches (vehs) 1321Project Number:Project 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) 1850High Minor Total Stopped Time Delay (hrs) 7.46Total Volume of Major Approaches (vehs) 1484High Minor Approach Volume (vehs) 366 Sanderson Stewart 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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 91 0 6:00 230 0 7:00 706 3 8:00 915 3 9:00 620 0 10:00 632 3 11:00 713 2 12:00 830 3 13:00 766 1 14:00 809 1 15:00 968 1 16:00 895 4 17:00 1090 0 18:00 832 1 19:00 547 1 For each of any 4 hours of an average day, do the plotted points representing 20:00 394 0 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 11,038 23 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 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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 99 0 6:00 249 0 7:00 766 3 8:00 993 3 9:00 673 0 10:00 687 3 11:00 775 2 12:00 903 3 13:00 832 1 14:00 880 1 15:00 1053 1 16:00 974 4 17:00 1186 0 18:00 905 1 19:00 595 1 For each of any 4 hours of an average day, do the plotted points representing 20:00 429 0 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 11,999 23 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) Analysis Year/Case: Future (2038) 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 5:00 125 0 6:00 315 0 7:00 968 3 8:00 1254 3 9:00 850 0 10:00 867 3 11:00 978 2 12:00 1139 3 13:00 1051 1 14:00 1110 1 15:00 1328 1 16:00 1228 4 17:00 1496 0 18:00 1141 1 19:00 750 1 For each of any 4 hours of an average day, do the plotted points representing 20:00 541 0 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 15,141 23 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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?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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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?Yes 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) Analysis Year/Case: Future (2038) 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?Yes 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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. Yes 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?Yes 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) 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. Yes 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?Yes 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 11/8/2023 23505 8 Aspen Development City of Bozeman 30 mph Durston Road (1 lane) N 11th Avenue (2 lanes) Analysis Year/Case: Future (2038) 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. Yes 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?Yes 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: