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Home My WebLink About005 - Appendix D - Traffic Impact Study BLOCK 104 TRAFFIC IMPACT STUDY 06020.11 Mr. Sam Kendall Jackadoo, LP Brick Capital 1907 Pine Street Philadelphia, PA 19103 December 2023 Block 104 TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 5 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 7 Crash History .................................................................................................................................... 7 TRIP GENERATION .................................................................................................................................. 9 TRIP DISTRIBUTION ............................................................................................................................... 10 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 11 Traffic Volumes................................................................................................................................ 11 Intersection Capacity ....................................................................................................................... 11 Traffic Signal Warrants .................................................................................................................... 14 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 14 Conclusions .................................................................................................................................... 14 Recommendations ........................................................................................................................... 15 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) APPENDIX C – CAPACITY CALCULATIONS – 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 Block 104 TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE PLAN .............................................................................................................................. 3 FIGURE 3: STREET & INTERSECTION CHARACTERISTICS ........................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2023) TRAFFIC VOLUMES ................................................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 12 FIGURE 6: FUTURE (2038) TRAFFIC PROJECTIONS ................................................................................. 13 Block 104 TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Block 104 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 judgement and these principals. SITE LOCATION & DESCRIPTION The Block 104 development site is located on the northwest corner of the intersection of North Ida Avenue and East Aspen Street. The site is bordered by East Tamarack Street to the north, Front Street and North Ida Avenue to the east, East Aspen Street to the south, and several local businesses to the west. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The Block 104 development plan proposes construction of 76 apartments across two (2) buildings. Each building would have five (5) stories of residential units with a basement parking level. A total of 94 on-site parking spaces are proposed within the underground garage. The south building is anticipated to be occupied in August of 2025 and the north building is projected to be occupied in May of 2026. The site development plan proposes that East Aspen Street be connected between North Wallace Avenue and North Ida Avenue, and that North Ida Avenue be abandoned between Front Street and East Aspen Street and converted to open space. Access to the site is proposed via a new alley access onto Front Street just north of the existing Front Street/North Ida Avenue intersection. The alley would run east-west through the site and connect to an existing commercial access driveway on North Wallace Avenue. Figure 2 on page three shows the development site plan. EXISTING CONDITIONS Streets Figure 3 on page four shows the City of Bozeman’s Transportation Master Plan (TMP) street classifications and speed limits on study area streets. Montana Department of Transportation (MDT) classifies some streets differently than the City of Bozeman; North Wallace Avenue is considered a major collector instead of a local street, North Rouse Avenue is considered a minor arterial instead of a principal arterial, and East Oak Street is considered a local street instead of a principal arterial. East Main Street has a four-lane section with two travel lanes in each direction and parallel parking on both sides. East Mendenhall Street becomes a westbound one-way street with two travel lanes and parallel parking on both sides at its intersection with North Rouse Avenue. North Rouse Avenue has a center two-way left-turn lane (TWLTL) beginning north of East Peach Street and continuing until its intersection with East Oak Street. North Rouse Avenue allows parallel parking only along the east side of the street between East Peach Street and East Main Street, with a half-block section of parallel parking allowed along the west side south of East Lamme Street. All other streets generally have two-lane sections with turn lanes at some intersections. North Broadway Avenue and North Wallace Avenue each provide parallel parking on both sides of the street, while East Peach Street and East Tamarack Street each permit parallel parking on the south side only west of North Rouse Avenue. Block 104 TIS 2 Figure 1: Study Area Block 104 TIS 3 Figure 2: Site Plan Block 104 TIS 4 Figure 3: Street & Intersection Characteristics Block 104 TIS 5 Intersections Figure 3 on the previous page also shows the traffic control utilized at each study area intersection. Additional characteristics of study area intersections are described below. The East Oak Street/North Rouse Avenue intersection has auxiliary left-turn lanes on the northbound and southbound approaches, with dedicated right-turn lanes on the eastbound, westbound, and southbound approaches. The signal operates with a protected/permissive phase for northbound left turns with an eastbound right-turn overlap phase. The intersections of North Rouse Avenue with East Tamarack Street and East Peach Street have dedicated northbound and southbound left-turn lanes, as well as separate left-, thru, and right-turn lanes on the east and west legs. The signals at both intersections operate with protected/permissive phasing for all left turns with eastbound and westbound right-turn overlap phases. The East Mendenhall Street/North Rouse Avenue intersection has dedicated left-turn lanes on the northbound and southbound approaches, as well as separate southbound thru and right-turn lanes. The westbound approach has a right-turn lane, a thru lane, and a shared thru/left-turn lane with two receiving lanes exiting the intersection westbound. The traffic signal operates with protected/permissive phasing for northbound and southbound left turns with a westbound right-turn overlap phase. The remaining study intersections have no auxiliary turn lanes, and the signal at the East Main Street/North Broadway Avenue intersection operates with two phases with permissive phasing for all turning movements. The three intersections with Front Street, East Aspen Street, and North Ida Avenue are all uncontrolled. Bicycle/Pedestrian Facilities East Tamarack Street has a westbound bike lane and eastbound painted “sharrows” east and west of North Rouse Avenue. North Rouse Avenue and East Oak Street have bike lanes in both directions. East of North Rouse Avenue, East Peach Street and North Wallace Avenue are dedicated as bike routes with sharrows and there are no dedicated bicycle facilities on North Broadway Avenue or East Main Street. There is sidewalk along all streets in the study area except for the east side of North Wallace Avenue north of East Tamarack Street and an approximately 200-foot section along the east side of North Broadway Avenue south of its intersection with East Avocado Street. There is also sidewalk missing along the northeastern side of East Avocado Street. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected on Tuesday, October 17 and Wednesday, October 18, 2023. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday 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 Montana Department of Transportation (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. Block 104 TIS 6 Figure 4: Existing Conditions (2023) Traffic Volumes Block 104 TIS 7 Intersection Capacity Intersection capacity calculations for Existing Conditions (2023) were performed 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, 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, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered the minimum acceptable performance level for planning and design purposes, though exceptions are made in certain cases. The results of the Existing Conditions (2023) intersection capacity calculations showed that all study area intersections operate at LOS C or better during the AM and PM peak hours except for the westbound approach at the East Mendenhall Street/North Rouse Avenue intersection, which operates at LOS D during the PM peak hour, although the delay value is only slightly above the LOS C cutoff. Projected 95th percentile queuing is minimal at the unsignalized intersections and moderate on North Rouse Avenue, East Main Street, and East Oak Street. Figure 4 on the previous page 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. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. It should be noted that the intersections of East Tamarack Street/North Wallace Avenue, Front Street/North Ida Avenue, East Aspen Street/North Ida Avenue, and Front Street/East Aspen Street had no reported crashes. Tables 1 and 2 below and on page eight, respectively, illustrate the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2023 peak hour traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 0.25 crashes/MVE, as shown in Table 1 below. 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)Oak St & N Rouse Ave1362922000.400.081.001.540.31Tamarack St & N Rouse Ave1151721100.400.102.001.110.26Tamarack St & N Wallace Ave495000000.000.000.000.780.43Front St & N Ida Ave110700000.000.000.000.180.45Aspen St & N Ida Ave89900000.000.000.000.020.06Front St & Aspen St14700000.000.000.000.010.19Peach St & N Rouse Ave1302731200.600.132.331.240.26Mendenhall St & N Rouse Ave1085254101.000.251.401.930.49Main St & N Broadway Ave1443563301.200.232.002.560.491 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 Block 104 TIS 8 As a means of evaluating the relative significance of the calculated historical crash rates, Sanderson Stewart also calculated expected rates using the predictive crash rate formulas in the American Association of State Highway 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 calculations result 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. The results of the HSM comparison calculations for this study showed that the historical crash rates are lower than the predicted crash rates for all study area intersections. The HSM rate predictions and five-year crash totals for each intersection are summarized in Table 1 on the previous page. Severity index was also calculated for each study intersection. The severity index gives an indication of relative crash severity for a location based on the number of fatal, injury, and property damage only (PDO) crashes. The highest severity index was 2.33 at the East Peach Street/North Rouse Avenue intersection due to two (2) of three (3) reported crashes resulting in an injury. The severity index was 2.00 at the East Tamarack Street/North Rouse Avenue and East Main Street/North Broadway Avenue intersections due to half of the reported crashes at each intersection resulting in injuries. Severity index calculation results are also shown in Table 1. The Rouse Avenue – Main to Oak MDT reconstruction project was under construction in the study area during a majority of 2020 and the spring of 2021, which would have impacted travel patterns, volumes, and crash trends at the affected intersections during the crash analysis period. In evaluating the data, it was found that the two (2) reported crashes at each of the Oak Street/North Rouse Avenue and Tamarack Street/North Rouse Avenue intersections occurred after the MDT project was completed. Additionally, two (2) of three (3) crashes at the Peach Street/North Rouse Avenue intersection and two (2) of five (5) crashes at the Mendenhall Street/North Rouse Avenue intersection were also reported to occur after completion of the reconstruction project. 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. Table 2: Crash History – Collision Type Rear EndRight AngleLT, ODParked CarFixed ObjectPedestrian Other TotalOak St & N Rouse Ave112Tamarack St & N Rouse Ave22Tamarack St & N Wallace Ave0Front St & N Ida Ave0Aspen St & N Ida Ave0Front St & Aspen St0Peach St & N Rouse Ave123Mendenhall St & N Rouse Ave11215Main St & N Broadway Ave22116Collision Type Block 104 TIS 9 Right-angle crashes were the most commonly reported collision type in the study area, comprising two (2) of two (2) crashes (100 percent) at the East Tamarack Street/North Rouse Avenue intersection, two (2) of three (3) crashes (67 percent) at the East Peach Street/North Rouse Avenue intersection, one (1) of five (5) crashes (20 percent) at the East Mendenhall Street/North Rouse Avenue intersection, and two (2) of six (6) crashes (33 percent) at the East Main Street/North Broadway Avenue intersection. Right-angle crashes typically occur at signalized intersections when there is an increased presence of red-light-running. It is suggested that there be an increase in physical presence of enforcement to target red-light-running at signalized intersections and improve safety. Rear end crashes were also common in the study area, accounting for one (1) of two (2) crashes (50 percent) at the East Oak Street/North Rouse Avenue intersection, one (1) of three (3) crashes (33 percent) at the East Peach Street/North Rouse Avenue intersection, one (1) of five (5) crashes (20 percent) at the East Mendenhall Street/North Rouse Avenue intersection, and two (2) of six (6) crashes (33 percent) at the East Main Street/North Broadway Avenue intersection. 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, although all speed limits within the study area are 25-mph. 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, all of the existing yellow change intervals were found to be adequate for the posted speed limits. Another factor that typically contributes to a high occurrence of rear end crashes includes a lack of dedicated turn lanes where high turning movement demands are prevalent. The only signalized intersection in the study area with no turn lanes is the East Main Street/North Broadway Avenue intersection. There are also no right-turn lanes at most intersections along North Rouse Avenue. The East Mendenhall Street/North Rouse Avenue intersection had three (3) of five (5) crashes (60 percent) reported to involve an impaired driver, and four (4) of five (5) crashes (80 percent) occurred between approximately 11:00 PM and 2:00 AM. The two (2) crashes involving a parked car occurred in the northbound direction in 2018 and 2019; that approach has since been restriped to prohibit on-street parking closer to the intersection. In addition to impaired drivers, other contributing factors to crashes in the study area included snowy or icy roadway conditions and glare, which was noted for the single pedestrian collision. 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, Multifamily Housing (Mid-Rise) (Land Use Code 221) was utilized to project trip generation for the Block 104 development. Table 3 on the following page illustrates the results of the trip generation calculations for this site. Block 104 TIS 10 At full buildout, the Block 104 development is projected to generate 345 gross average weekday trips, with 28 trips (6 entering/22 exiting) generated during the AM peak hour and 30 trips (18 entering/12 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, in order 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 and therefore 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 and were therefore not calculated for this study. 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 the site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore also not calculated for this study. A portion of the external trips generated by the Block 104 development could be made by alternate modes (walking, biking, and transit), thereby reducing vehicular trips generated. There are bike lanes, sidewalks, and/or multi-use paths accessing the site from most directions. However, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes, and/or simple inspection of existing traffic patterns within the project area. For this study, distribution percentages were calculated based on existing volumes collected for this study, as well as referencing distributions previously calculated for other developments in the same study area. Slightly different entering and exiting distributions were developed due to East Mendenhall Street being a one-way street west of North Rouse Avenue. Vehicles entering from the west were assumed to utilize East Peach Street and East Main Street in larger percentages than vehicles exiting by those routes, as a portion of westbound exiting vehicles were assumed to utilize East Mendenhall Street. Figure 5 on page 12 presents the calculated trip distribution scheme for the Future (2038) scenario. Table 3: Trip Generation Summary IntensityUnitstotalenterexittotalenterexittotalenterexitMultifamily Housing (Mid-Rise)176Dwelling Units3451731722862230181234517317228622301812(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)*Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021Independent VariableAverage WeekdayFull Buildout New External TripsPM Peak HourLand UseAM Peak Hour Block 104 TIS 11 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, the site-generated trips for the Block 104 development were assigned to the study area street network for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes Based on information provided by the Client, the entirety of the Block 104 development is expected to be completed by 2026. However, for the purposes of projecting future volumes for this analysis, a 15-year Future (2038) horizon was 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 TMP and historical MDT traffic data over the past 10 years was analyzed. It was seen that the traffic volumes have fluctuated widely in this timeframe, 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 and historical MDT traffic data. Future (2038) traffic projections for the Block 104 development were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. Figure 6 on page 13 illustrates the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed capacity calculations for the Future (2038) scenario based on the AM and PM peak hour traffic volume projections presented in Figure 6 on page 13. Peak hour factors (PHFs) for the design year 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. Figure 6 also shows the Future (2038) LOS results at each intersection. The Future (2038) capacity calculation results were very similar to the Existing Conditions (2023) results, with the westbound approach at the East Mendenhall Street/North Rouse Avenue intersection projected to continue to operate at LOS D in the PM peak hour. The southbound approach at the East Main Street/North Broadway Avenue intersection is projected to worsen to LOS D in the PM peak hour. However, the delay values on both of these approaches are within two seconds of the LOS C cutoff value and minor changes to the signal timing plan were found to improve operations to LOS C at the East Main Street/North Broadway Avenue intersection. All other intersections and approaches are projected to continue to operate at LOS C or better during both peak hours. A detailed intersection capacity summary table and capacity calculation worksheets for the Future (2038) scenario are included in Appendix C. Block 104 TIS 12 Figure 5: Trip Distribution & Traffic Assignment Summary Block 104 TIS 13 Figure 6: Future (2038) Traffic Projections Block 104 TIS 14 Traffic Signal Warrants Traffic signal warrants were evaluated at the East Tamarack Street/North Wallace Avenue intersection using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the Existing Conditions (2023) 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 Warrants 5 and 9 (School Crossing and Intersection Near a Grade Crossing) were evaluated. Those warrants were not evaluated because there are no schools or applicable railroad crossings near the intersections. 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. It was found that none of the warrants were close to being met for the Existing Conditions (2023) or Future (2038) traffic volume scenarios. Traffic signal warrant worksheets can be found in Appendix D. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the Block 104 development will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 345 gross new vehicle trips could be generated daily. The development plan proposes construction of 76 residential apartments across two buildings with underground parking for each building. An evaluation The Existing Conditions (2023) intersection capacity showed that all study area intersections currently operate at LOS C or better during both peak periods with the exception of the westbound approach at the East Mendenhall Street/North Rouse Avenue intersection, which operates at LOS D during the PM peak hour with a delay value just above the LOS C cutoff value. A crash history analysis found that all study intersections have fewer reported crashes than would be expected based on HSM predictive methodology. Rear end and right-angle crashes were the most commonly reported collision types in the study area, and the East Mendenhall Street/North Rouse Avenue intersection had a higher rate of crashes involving impaired drivers than other intersections. The Future (2038) projected intersection capacity results showed that the westbound approach at the East Mendenhall Street/North Rouse Avenue intersection and the southbound approach at the East Main Street/North Broadway Avenue intersection are both projected to operate at LOS D during the PM peak hour with delay values less than two seconds above the LOS C cutoff. Minor changes to the signal timing plan at the East Main Street/North Broadway Avenue intersection were found to improve capacity to LOS C on all approaches. Moderate 95th percentile queuing is projected at signalized intersections along North Rouse Avenue, East Oak Street, and East Main Street. Traffic signal warrants were evaluated at the East Tamarack Street/North Wallace Avenue intersection and were not close to being met for either the Existing Conditions (2023) or Future (2038) scenarios. It is expected that traffic operations will remain satisfactory without the addition of a signal at the intersection. Block 104 TIS 15 Recommendations The following list of recommendations is based on the analysis results from this study and professional judgment: • Stop (R1-1) signs should be installed on North Ida Avenue at the new T-intersection with East Aspen Street, on East Aspen Street at its intersection with Front Street, and at the new alley access onto Front Street. • Upon construction of East Aspen Street west of North Ida Avenue, sight triangles should be evaluated to confirm adequate sight distance at the East Aspen Street/North Ida Avenue intersection. • Bicycle, sidewalk, and/or multi-use path improvements should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017). • All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC COUNT 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 30 54 0 0 84 0 64 34 0 98 54 0 53 0 107 0 0 0 0 0 289 8:00 AM 54 80 0 0 134 0 60 22 0 82 46 1 49 0 96 1 2 1 0 4 316 8:15 AM 29 53 0 0 82 0 76 33 0 109 30 0 64 0 94 0 0 0 0 0 285 8:30 AM 42 67 0 0 109 0 70 22 0 92 38 0 53 0 91 0 2 0 0 2 294 Grand Total 155 254 0 0 409 0 270 111 0 381 168 1 219 0 388 1 4 1 0 6 1184 Medium Truck % 3.2 3.1 0.0 0.0 3.2 0.0 0.4 9.9 0.0 3.1 3.0 0.0 0.9 0.0 1.8 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.4 0.0 0.0 0.2 0.0 0.4 1.8 0.0 0.8 2.4 0.0 2.3 0.0 2.3 0.0 0.0 0.0 0.0 0.0 Total Truck % 3.2 3.5 0.0 0.0 3.4 0.0 0.7 11.7 0.0 3.9 5.4 0.0 3.2 0.0 4.1 0.0 0.0 0.0 0.0 0.0 Total % 13.1 21.5 0.0 0.0 34.5 0.0 22.8 9.4 0.0 32.2 14.2 0.1 18.5 0.0 32.8 0.1 0.3 0.1 0.0 0.5 100.0 PHF 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 0.38 0.38 0.38 0.94 RT TH LT U 155 254 0 0 1RT4TH1LT0UU0LT219TH1RT1680 111 270 0 U LT TH RT 423 381 Out In N Rouse AvenueIn270 Out1Total Entering 1184Out 6InN Rouse Avenue 409 In Out 490 E Oak StreetE Oak Street388Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Rouse Avenue E Oak Street E Oak Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Oak St & N Rouse AveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Rouse Avenue Northbound E Oak 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 53 74 0 0 127 1 76 56 0 133 43 1 65 0 109 0 0 1 0 1 370 5:00 PM 61 83 0 0 144 0 70 58 0 128 34 1 58 0 93 0 2 0 0 2 367 5:15 PM 59 74 0 0 133 0 87 54 0 141 45 0 55 0 100 0 1 0 0 1 375 5:30 PM 41 90 1 0 132 0 61 37 0 98 35 0 43 0 78 0 0 0 0 0 308 Grand Total 214 321 1 0 536 1 294 205 0 500 157 2 221 0 380 0 3 1 0 4 1420 Medium Truck % 0.0 0.6 0.0 0.0 0.4 0.0 0.7 2.0 0.0 1.2 1.3 0.0 0.5 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.5 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.6 0.0 0.0 0.4 0.0 0.7 2.0 0.0 1.2 2.5 0.0 0.9 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Total % 15.1 22.6 0.1 0.0 37.7 0.1 20.7 14.4 0.0 35.2 11.1 0.1 15.6 0.0 26.8 0.0 0.2 0.1 0.0 0.3 100.0 PHF 1.00 1.00 1.00 0.88 0.88 0.88 0.95 0.95 0.95 1.00 1.00 1.00 0.95 RT TH LT U 214 321 1 0 0RT3TH1LT0UU0LT221TH2RT1570 205 294 1 U LT TH RT N Rouse Avenue E Oak StreetTotal Entering 1420 4In479 500 Out In N Rouse Avenue In Out 536 515 E Oak StreetOut422Vehicle Volumes and Adjustments N Rouse Avenue N Rouse Avenue E Oak Street E Oak Street Southbound Northbound Eastbound Westbound In3804OutNorth/South Street: N Rouse Avenue E Oak Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Oak St & N Rouse 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 7:45 AM 4 71 15 0 90 2 77 4 0 83 8 9 10 0 27 6 3 2 0 11 211 8:00 AM 0 108 9 0 117 2 71 4 0 77 10 9 4 0 23 5 1 5 0 11 228 8:15 AM 3 65 9 0 77 0 94 8 0 102 7 9 9 0 25 8 5 2 0 15 219 8:30 AM 3 80 11 0 94 1 74 4 0 79 9 10 6 0 25 10 3 3 0 16 214 Grand Total 10 324 44 0 378 5 316 20 0 341 34 37 29 0 100 29 12 12 0 53 872 Medium Truck % 0.0 2.8 2.3 0.0 2.6 0.0 1.3 0.0 0.0 1.2 2.9 2.7 0.0 0.0 2.0 6.9 16.7 8.3 0.0 9.4 Heavy Truck % 0.0 0.0 2.3 0.0 0.3 20.0 0.3 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 0.0 1.9 Total Truck % 0.0 2.8 4.5 0.0 2.9 20.0 1.6 0.0 0.0 1.8 2.9 2.7 0.0 0.0 2.0 10.3 16.7 8.3 0.0 11.3 Total % 1.1 37.2 5.0 0.0 43.3 0.6 36.2 2.3 0.0 39.1 3.9 4.2 3.3 0.0 11.5 3.3 1.4 1.4 0.0 6.1 100.0 PHF 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 RT TH LT U 10 324 44 0 29RT12TH12LT0UU0LT29TH37RT340 20 316 5 U LT TH RT 370 341 Out In N Rouse AvenueIn42 Out86Total Entering 872Out 53InN Rouse Avenue 378 In Out 374 E Tamarack StreetE Tamarack Street100Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Rouse Avenue E Tamarack Street E Tamarack Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Tamarack St & N Rouse AveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Rouse Avenue Northbound E Tamarack 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 4:45 PM 5 93 7 0 105 2 101 10 0 113 6 6 11 0 23 16 3 1 0 20 261 5:00 PM 7 99 12 0 118 2 93 15 0 110 8 8 12 0 28 17 10 2 0 29 285 5:15 PM 9 94 6 0 109 2 112 9 0 123 8 7 10 0 25 13 9 1 0 23 280 5:30 PM 8 103 11 0 122 0 91 7 0 98 7 4 7 0 18 6 7 2 0 15 253 Grand Total 29 389 36 0 454 6 397 41 0 444 29 25 40 0 94 52 29 6 0 87 1079 Medium Truck % 0.0 1.0 0.0 0.0 0.9 0.0 0.5 0.0 0.0 0.5 3.4 0.0 2.5 0.0 2.1 3.8 0.0 0.0 0.0 2.3 Heavy Truck % 0.0 0.0 2.8 0.0 0.2 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 1.0 2.8 0.0 1.1 0.0 0.5 0.0 0.0 0.5 3.4 0.0 2.5 0.0 2.1 3.8 0.0 0.0 0.0 2.3 Total % 2.7 36.1 3.3 0.0 42.1 0.6 36.8 3.8 0.0 41.1 2.7 2.3 3.7 0.0 8.7 4.8 2.7 0.6 0.0 8.1 100.0 PHF 0.96 0.96 0.96 1.00 1.00 1.00 0.84 0.84 0.84 0.74 0.74 0.74 0.95 RT TH LT U 29 389 36 0 52RT29TH6LT0UU0LT40TH25RT290 41 397 6 U LT TH RT N Rouse Avenue E Tamarack StreetTotal Entering 1079 87In424 444 Out In N Rouse Avenue In Out 454 489 E Tamarack StreetOut99Vehicle Volumes and Adjustments N Rouse Avenue N Rouse Avenue E Tamarack Street E Tamarack Street Southbound Northbound Eastbound Westbound In9467OutNorth/South Street: N Rouse Avenue E Tamarack Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Tamarack St & N Rouse 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 1.00 1.00 1.00 1.00 0 7:45 AM 7 10 9 0 26 0 4 4 0 8 10 6 7 0 23 4 3 0 0 7 64 8:00 AM 3 18 3 0 24 0 9 4 0 13 9 6 2 0 17 6 1 0 0 7 61 8:15 AM 4 6 2 0 12 0 11 4 0 15 9 3 4 0 16 3 7 0 0 10 53 8:30 AM 5 4 3 0 12 0 14 6 0 20 14 7 1 0 22 1 3 0 0 4 58 Grand Total 19 38 17 0 74 0 38 18 0 56 42 22 14 0 78 14 14 0 0 28 236 Medium Truck % 15.8 0.0 11.8 0.0 6.8 0.0 0.0 5.6 0.0 1.8 2.4 0.0 0.0 0.0 1.3 7.1 0.0 0.0 0.0 3.6 Heavy Truck % 5.3 0.0 0.0 0.0 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 2.6 7.1 0.0 0.0 0.0 3.6 Total Truck % 21.1 0.0 11.8 0.0 8.1 0.0 0.0 5.6 0.0 1.8 2.4 0.0 14.3 0.0 3.8 14.3 0.0 0.0 0.0 7.1 Total % 8.1 16.1 7.2 0.0 31.4 0.0 16.1 7.6 0.0 23.7 17.8 9.3 5.9 0.0 33.1 5.9 5.9 0.0 0.0 11.9 100.0 PHF 0.73 0.73 0.73 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 0.93 RT TH LT U 19 38 17 0 14RT14TH0LT0UU0LT14TH22RT420 18 38 0 U LT TH RT 80 56 Out In N Wallace AvenueIn51 Out39Total Entering 236Out 28InN Wallace Avenue 74 In Out 66 E Tamarack StreetE Tamarack Street78Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Wallace Avenue E Tamarack Street E Tamarack Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Tamarack St & N Wallace AveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Wallace Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Wallace Avenue Northbound E Tamarack 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 1.00 1.00 1.00 1.00 0 4:45 PM 5 7 2 0 14 3 14 10 0 27 8 5 2 0 15 5 5 0 0 10 66 5:00 PM 3 10 3 0 16 1 12 17 0 30 10 7 4 0 21 8 12 0 0 20 87 5:15 PM 3 8 4 0 15 1 12 12 0 25 7 4 5 0 16 3 5 2 0 10 66 5:30 PM 7 3 3 0 13 0 10 3 0 13 6 7 6 0 19 3 5 0 0 8 53 Grand Total 18 28 12 0 58 5 48 42 0 95 31 23 17 0 71 19 27 2 0 48 272 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 0.0 2.1 0.0 0.0 5.9 0.0 1.4 0.0 0.0 0.0 0.0 0.0 Total % 6.6 10.3 4.4 0.0 21.3 1.8 17.6 15.4 0.0 34.9 11.4 8.5 6.3 0.0 26.1 7.0 9.9 0.7 0.0 17.6 100.0 PHF 0.96 0.96 0.96 0.79 0.79 0.79 0.85 0.85 0.85 0.60 0.60 0.60 0.79 RT TH LT U 18 28 12 0 19RT27TH2LT0UU0LT17TH23RT310 42 48 5 U LT TH RT N Wallace Avenue E Tamarack StreetTotal Entering 272 48In61 95 Out In N Wallace Avenue In Out 58 84 E Tamarack StreetOut87Vehicle Volumes and Adjustments N Wallace Avenue N Wallace Avenue E Tamarack Street E Tamarack Street Southbound Northbound Eastbound Westbound In7140OutNorth/South Street: N Wallace Avenue E Tamarack Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Tamarack St & N Wallace 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 0 0 0 0 0 0 0 5 0 5 11 2 0 0 13 0 0 0 0 0 18 8:00 AM 0 0 0 0 0 0 0 4 0 4 11 0 0 0 11 0 2 0 0 2 17 8:15 AM 0 0 0 0 0 0 0 5 0 5 7 1 0 0 8 0 0 0 0 0 13 8:30 AM 0 0 0 0 0 0 0 13 0 13 4 4 0 0 8 0 1 0 0 1 22 Grand Total 0 0 0 0 0 0 0 27 0 27 33 7 0 0 40 0 3 0 0 3 70 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.7 0.0 3.7 6.1 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.7 0.0 3.7 6.1 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 38.6 0.0 38.6 47.1 10.0 0.0 0.0 57.1 0.0 4.3 0.0 0.0 4.3 100.0 PHF 1.00 1.00 1.00 0.52 0.52 0.52 1.00 1.00 1.00 0.75 0.75 0.75 0.80 RT TH LT U 0 0 0 0 0RT3TH0LT0UU0LT0TH7RT330 27 0 0 U LT TH RT 33 27 Out In N Ida AvenueIn30 Out7Total Entering 70Out 3InN Ida Avenue 0 In Out 0 Front StreetFront Street40Bozeman, MTWednesday, October 18, 2023Date Performed: Count Time Period: Block 104 N Ida Avenue Front Street Front Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Front St & N Ida AveCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N Ida Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Ida Avenue Northbound Front 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 0 0 0 0 1 0 11 0 12 12 3 0 0 15 0 0 0 0 0 27 5:00 PM 0 0 0 0 0 0 0 13 0 13 16 5 0 0 21 0 2 0 0 2 36 5:15 PM 0 0 0 0 0 0 0 10 0 10 9 1 0 0 10 0 1 0 1 2 22 5:30 PM 0 0 0 0 0 0 0 10 0 10 11 4 0 0 15 0 1 0 0 1 26 Grand Total 0 0 0 0 0 1 0 44 0 45 48 13 0 0 61 0 4 0 1 5 111 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 0.9 0.0 39.6 0.0 40.5 43.2 11.7 0.0 0.0 55.0 0.0 3.6 0.0 0.9 4.5 100.0 PHF 1.00 1.00 1.00 0.87 0.87 0.87 0.73 0.73 0.73 0.63 0.63 0.63 0.77 RT TH LT U 0 0 0 0 0RT4TH0LT1UU0LT0TH13RT480 44 0 1 U LT TH RT N Ida Avenue Front StreetTotal Entering 111 5In48 45 Out In N Ida Avenue In Out 0 0 Front StreetOut48Vehicle Volumes and Adjustments N Ida Avenue N Ida Avenue Front Street Front Street Southbound Northbound Eastbound Westbound In6115OutNorth/South Street: N Ida Avenue Front Street Date Performed: Wednesday, October 18, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Front St & N Ida 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 0 11 0 0 11 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 15 8:00 AM 0 12 0 0 12 0 4 0 0 4 0 0 0 0 0 0 0 1 0 1 17 8:15 AM 0 9 0 0 9 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 16 8:30 AM 0 2 0 0 2 0 11 0 0 11 0 0 0 0 0 0 0 0 0 0 13 Grand Total 0 34 0 0 34 0 26 0 0 26 0 0 0 0 0 0 0 1 0 1 61 Medium Truck % 0.0 5.9 0.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 5.9 0.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 Total % 0.0 55.7 0.0 0.0 55.7 0.0 42.6 0.0 0.0 42.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 1.6 100.0 PHF 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 0.25 0.25 0.25 0.90 RT TH LT U 0 34 0 0 0RT0TH1LT0UU0LT0TH0RT00 0 26 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N Ida Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Ida Avenue Northbound E Aspen Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N Ida Ave & E Aspen StCounted By:E Aspen StreetE Aspen Street0Bozeman, MTWednesday, October 18, 2023Date Performed: Count Time Period: Block 104 N Ida Avenue E Aspen Street E Aspen Street Vehicle Volumes and Adjustments N Ida Avenue 34 In Out 26 In0Out0Total Entering 61Out 1In35 26 Out In N Ida 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 12 0 0 12 0 8 0 0 8 0 0 0 0 0 0 0 0 0 0 20 5:00 PM 0 16 0 0 16 0 13 0 0 13 0 0 0 0 0 0 0 0 0 0 29 5:15 PM 0 9 1 0 10 0 13 0 0 13 0 0 0 0 0 0 0 0 0 0 23 5:30 PM 0 7 0 0 7 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 14 Grand Total 0 44 1 0 45 0 41 0 0 41 0 0 0 0 0 0 0 0 0 0 86 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 51.2 1.2 0.0 52.3 0.0 47.7 0.0 0.0 47.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.70 0.70 0.70 0.79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 0.74 RT TH LT U 0 44 1 0 0RT0TH0LT0UU0LT0TH0RT00 0 41 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N Ida Ave & E Aspen St North/South Street: N Ida Avenue E Aspen Street Date Performed: Wednesday, October 18, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street:E Aspen StreetOut0Vehicle Volumes and Adjustments N Ida Avenue N Ida Avenue E Aspen Street E Aspen Street Southbound Northbound Eastbound Westbound In01OutN Ida Avenue In Out 45 41 N Ida Avenue E Aspen StreetTotal Entering 86 0In44 41 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 2 0 0 2 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 2 8:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 1 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Grand Total 0 4 0 1 5 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 8 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 50.0 0.0 12.5 62.5 0.0 25.0 12.5 0.0 37.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.63 0.63 0.63 0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.67 RT TH LT U 0 4 0 1 0RT0TH0LT0UU0LT0TH0RT00 1 2 0 U LT TH RT 4 3 Out In Front StreetIn1 Out0Total Entering 8Out 0InFront Street 5 In Out 3 E Aspen StreetE Aspen Street0Bozeman, MTWednesday, October 18, 2023Date Performed: Count Time Period: Block 104 Front Street E Aspen Street E Aspen Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Front St & E Aspen StCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Front Street AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound Front Street Northbound E 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 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 4 0 0 4 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 5 5:15 PM 0 1 0 0 1 0 2 0 0 2 0 0 1 0 1 0 0 0 0 0 4 5:30 PM 0 4 0 0 4 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 5 Grand Total 0 11 0 0 11 0 4 0 0 4 0 0 1 0 1 0 0 0 0 0 16 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 68.8 0.0 0.0 68.8 0.0 25.0 0.0 0.0 25.0 0.0 0.0 6.3 0.0 6.3 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.69 0.69 0.69 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 RT TH LT U 0 11 0 0 0RT0TH0LT0UU0LT1TH0RT00 0 4 0 U LT TH RT Front Street E Aspen StreetTotal Entering 16 0In11 4 Out In Front Street In Out 11 5 E Aspen StreetOut0Vehicle Volumes and Adjustments Front Street Front Street E Aspen Street E Aspen Street Southbound Northbound Eastbound Westbound In10OutNorth/South Street: Front Street E Aspen Street Date Performed: Wednesday, October 18, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Front St & E Aspen St 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 7:45 AM 4 67 13 0 84 4 54 3 0 61 23 30 14 0 67 19 19 1 0 39 251 8:00 AM 13 100 22 0 135 3 48 7 0 58 9 29 9 0 47 20 27 1 0 48 288 8:15 AM 10 54 10 0 74 3 74 8 0 85 19 30 9 0 58 18 18 3 0 39 256 8:30 AM 8 68 12 0 88 3 51 9 0 63 10 18 16 0 44 11 7 3 0 21 216 Grand Total 35 289 57 0 381 13 227 27 0 267 61 107 48 0 216 68 71 8 0 147 1011 Medium Truck % 8.6 2.8 5.3 0.0 3.7 7.7 0.9 3.7 0.0 1.5 0.0 0.9 2.1 0.0 0.9 2.9 1.4 0.0 0.0 2.0 Heavy Truck % 0.0 0.3 0.0 0.0 0.3 7.7 0.9 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 0.0 0.7 Total Truck % 8.6 3.1 5.3 0.0 3.9 15.4 1.8 3.7 0.0 2.6 0.0 0.9 2.1 0.0 0.9 4.4 1.4 0.0 0.0 2.7 Total % 3.5 28.6 5.6 0.0 37.7 1.3 22.5 2.7 0.0 26.4 6.0 10.6 4.7 0.0 21.4 6.7 7.0 0.8 0.0 14.5 100.0 PHF 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 0.77 0.77 0.77 0.88 RT TH LT U 35 289 57 0 68RT71TH8LT0UU0LT48TH107RT610 27 227 13 U LT TH RT 358 267 Out In N Rouse AvenueIn133 Out177Total Entering 1011Out 147InN Rouse Avenue 381 In Out 343 E Peach StreetE Peach Street216Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Rouse Avenue E Peach Street E Peach Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Peach St & N Rouse AveCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Rouse Avenue Northbound E Peach 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 4:45 PM 10 75 13 0 98 1 75 16 0 92 21 15 16 0 52 22 24 3 0 49 291 5:00 PM 9 88 17 0 114 1 74 16 0 91 4 17 11 0 32 22 20 4 0 46 283 5:15 PM 12 75 17 0 104 1 80 15 0 96 16 14 22 0 52 16 21 0 0 37 289 5:30 PM 17 82 17 0 116 3 62 10 0 75 15 17 13 0 45 23 33 3 0 59 295 Grand Total 48 320 64 0 432 6 291 57 0 354 56 63 62 0 181 83 98 10 0 191 1158 Medium Truck % 0.0 0.9 4.7 0.0 1.4 0.0 0.7 1.8 0.0 0.8 0.0 1.6 0.0 0.0 0.6 2.4 0.0 0.0 0.0 1.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.9 4.7 0.0 1.4 0.0 0.7 1.8 0.0 0.8 0.0 1.6 0.0 0.0 0.6 2.4 0.0 0.0 0.0 1.0 Total % 4.1 27.6 5.5 0.0 37.3 0.5 25.1 4.9 0.0 30.6 4.8 5.4 5.4 0.0 15.6 7.2 8.5 0.9 0.0 16.5 100.0 PHF 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.98 RT TH LT U 48 320 64 0 83RT98TH10LT0UU0LT62TH63RT560 57 291 6 U LT TH RT N Rouse Avenue E Peach StreetTotal Entering 1158 191In386 354 Out In N Rouse Avenue In Out 432 436 E Peach StreetOut203Vehicle Volumes and Adjustments N Rouse Avenue N Rouse Avenue E Peach Street E Peach Street Southbound Northbound Eastbound Westbound In181133OutNorth/South Street: N Rouse Avenue E Peach Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Peach St & N Rouse 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 1.00 1.00 1.00 1.00 0 7:45 AM 25 35 14 0 74 3 58 9 0 70 0 0 0 0 0 14 39 0 0 53 197 8:00 AM 22 41 17 0 80 1 51 16 0 68 0 0 0 0 0 20 46 5 0 71 219 8:15 AM 15 51 14 0 80 2 65 5 0 72 0 0 0 0 0 21 43 0 0 64 216 8:30 AM 22 48 9 0 79 0 42 9 0 51 0 0 0 0 0 18 36 1 0 55 185 Grand Total 84 175 54 0 313 6 216 39 0 261 0 0 0 0 0 73 164 6 0 243 817 Medium Truck % 4.8 2.3 7.4 0.0 3.8 0.0 3.2 15.4 0.0 5.0 0.0 0.0 0.0 0.0 0.0 1.4 2.4 0.0 0.0 2.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.4 Total Truck % 4.8 2.3 7.4 0.0 3.8 0.0 3.2 15.4 0.0 5.0 0.0 0.0 0.0 0.0 0.0 1.4 3.0 0.0 0.0 2.5 Total % 10.3 21.4 6.6 0.0 38.3 0.7 26.4 4.8 0.0 31.9 0.0 0.0 0.0 0.0 0.0 8.9 20.1 0.7 0.0 29.7 100.0 PHF 0.97 0.97 0.97 0.95 0.95 0.95 1.00 1.00 1.00 0.86 0.86 0.86 0.93 RT TH LT U 84 175 54 0 73RT164TH6LT0UU0LT0TH0RT00 39 216 6 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Rouse Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Rouse Avenue Northbound E Mendenhall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Mendenhall St & N Rouse AveCounted By:E Mendenhall StreetE Mendenhall Street0Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Rouse Avenue E Mendenhall Street E Mendenhall Street Vehicle Volumes and Adjustments N Rouse Avenue 313 In Out 289 In287Out60Total Entering 817Out 243In181 261 Out In N Rouse 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0 1.00 1.00 1.00 1.00 0 4:45 PM 29 53 13 0 95 2 70 15 0 87 0 0 0 0 0 18 33 0 0 51 233 5:00 PM 31 61 13 0 105 3 67 16 0 86 0 0 0 0 0 25 48 2 0 75 266 5:15 PM 28 46 16 0 90 2 81 16 0 99 0 0 0 0 0 23 35 1 0 59 248 5:30 PM 26 48 20 0 94 1 62 9 0 72 0 0 0 0 0 12 57 1 0 70 236 Grand Total 114 208 62 0 384 8 280 56 0 344 0 0 0 0 0 78 173 4 0 255 983 Medium Truck % 0.9 1.4 0.0 0.0 1.0 0.0 1.1 7.1 0.0 2.0 0.0 0.0 0.0 0.0 0.0 1.3 1.2 0.0 0.0 1.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.9 1.4 0.0 0.0 1.0 0.0 1.1 7.1 0.0 2.0 0.0 0.0 0.0 0.0 0.0 1.3 1.2 0.0 0.0 1.2 Total % 11.6 21.2 6.3 0.0 39.1 0.8 28.5 5.7 0.0 35.0 0.0 0.0 0.0 0.0 0.0 7.9 17.6 0.4 0.0 25.9 100.0 PHF 0.91 0.91 0.91 0.99 0.99 0.99 1.00 1.00 1.00 0.85 0.85 0.85 0.92 RT TH LT U 114 208 62 0 78RT173TH4LT0UU0LT0TH0RT00 56 280 8 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Mendenhall St & N Rouse Ave North/South Street: N Rouse Avenue E Mendenhall Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street:E Mendenhall StreetOut343Vehicle Volumes and Adjustments N Rouse Avenue N Rouse Avenue E Mendenhall Street E Mendenhall Street Southbound Northbound Eastbound Westbound In070OutN Rouse Avenue In Out 384 358 N Rouse Avenue E Mendenhall StreetTotal Entering 983 255In212 344 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.90 0.90 0.90 0.90 0 0.90 0.90 0.90 0.90 0 7:45 AM 3 0 30 0 33 0 0 0 0 0 0 100 8 0 108 46 113 0 0 159 300 8:00 AM 3 0 30 0 33 0 0 0 0 0 0 87 5 0 92 53 127 0 0 180 305 8:15 AM 7 0 35 0 42 0 1 0 0 1 0 137 13 1 151 32 113 0 0 145 339 8:30 AM 6 0 38 0 44 0 0 0 0 0 0 99 10 0 109 38 110 0 0 148 301 Grand Total 19 0 133 0 152 0 1 0 0 1 0 423 36 1 460 169 463 0 0 632 1245 Medium Truck % 5.3 0.0 3.8 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 2.2 1.8 1.7 0.0 0.0 1.7 Heavy Truck % 0.0 0.0 2.3 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.7 0.0 1.3 0.0 0.0 0.9 Total Truck % 5.3 0.0 6.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 2.8 1.8 3.0 0.0 0.0 2.7 Total % 1.5 0.0 10.7 0.0 12.2 0.0 0.1 0.0 0.0 0.1 0.0 34.0 2.9 0.1 36.9 13.6 37.2 0.0 0.0 50.8 100.0 PHF 0.90 0.90 0.90 0.25 0.25 0.25 0.77 0.77 0.77 1.00 1.00 1.00 0.92 RT TH LT U 19 0 133 0 169RT463TH0LT0UU1LT36TH423RT00 0 1 0 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: N Broadway Avenue AM Peak Hour (7:45 - 8:45 AM) 06020.11Project Number: Southbound N Broadway Avenue Northbound E Main Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Main St & N Broadway AveCounted By:E Main StreetE Main Street460Bozeman, MTTuesday, October 17, 2023Date Performed: Count Time Period: Block 104 N Broadway Avenue E Main Street E Main Street Vehicle Volumes and Adjustments N Broadway Avenue 152 In Out 206 In483Out556Total Entering 1245Out 632In0 1 Out In N Broadway 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 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.90 0.90 0.90 0.90 0 0.90 0.90 0.90 0.90 0 4:45 PM 9 0 29 0 38 0 0 0 0 0 0 118 8 0 126 48 133 0 0 181 345 5:00 PM 4 0 50 0 54 0 1 0 0 1 0 151 17 0 168 36 133 0 0 169 392 5:15 PM 7 0 46 0 53 0 0 0 0 0 0 144 24 0 168 37 129 0 0 166 387 5:30 PM 5 0 52 0 57 0 0 0 0 0 0 96 19 0 115 41 98 0 0 139 311 Grand Total 25 0 177 0 202 0 1 0 0 1 0 509 68 0 577 162 493 0 0 655 1435 Medium Truck % 4.0 0.0 2.8 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 4.4 0.0 1.4 3.1 1.8 0.0 0.0 2.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.4 0.0 0.8 0.0 0.0 0.6 Total Truck % 4.0 0.0 2.8 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 4.4 0.0 2.8 3.1 2.6 0.0 0.0 2.7 Total % 1.7 0.0 12.3 0.0 14.1 0.0 0.1 0.0 0.0 0.1 0.0 35.5 4.7 0.0 40.2 11.3 34.4 0.0 0.0 45.6 100.0 PHF 0.93 0.93 0.93 0.25 0.25 0.25 0.86 0.86 0.86 0.97 0.97 0.97 0.91 RT TH LT U 25 0 177 0 162RT493TH0LT0UU0LT68TH509RT00 0 1 0 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira E Main St & N Broadway Ave North/South Street: N Broadway Avenue E Main Street Date Performed: Tuesday, October 17, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 06020.11 Block 104 East/West Street:E Main StreetOut518Vehicle Volumes and Adjustments N Broadway Avenue N Broadway Avenue E Main Street E Main Street Southbound Northbound Eastbound Westbound In577686OutN Broadway Avenue In Out 202 231 N Broadway Avenue E Main StreetTotal Entering 1435 655In0 1 Out In NNNNNNNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 19.5 B 8 33.1 C 9 WB 18.4 B 1 19.5 B 1 NB 6.7 A 6 16.9 B 7 SB 10.6 B 8 26.3 C 12 Intersection 12.3 B --24.8 C -- EB 20.8 C 2 19.4 B 2 WB 20.7 C 1 21.7 C 2 NB 8.6 A 7 9.3 A 10 SB 7.9 A 8 9.7 A 10 Intersection 10.4 B --11.4 B -- EB 7.6 A 1 7.8 A 1 WB 7.1 A 1 7.5 A 1 NB 7.7 A 1 8.2 A 1 SB 7.8 A 1 7.6 A 1 Intersection 7.6 A --7.8 A -- EB 0.0 A 0 0.0 A 0 WB 0.0 A 0 1.5 A 0 NB 8.8 A 1 9.0 A 1 Intersection 3.4 A --3.7 A -- WB 9.9 A 0 0.0 A 0 NB 0.0 A 0 0.0 A 0 SB 0.0 A 0 0.2 A 0 Intersection 0.2 A --0.1 A -- EB 0.0 A 0 8.6 A 0 NB 2.7 A 0 0.0 A 0 SB 0.0 A 0 0.0 A 0 Intersection 1.0 A --0.5 A -- EB 20.9 C 4 19.2 B 3 WB 22.3 C 3 22.6 C 4 NB 10.0 A 7 10.5 B 8 SB 9.8 A 9 11.0 B 10 Intersection 14.0 B --14.0 B -- WB 33.3 C 3 36.4 D 4 NB 4.8 A 4 5.3 A 5 SB 4.2 A 3 4.8 A 4 Intersection 13.0 B --13.2 B -- EB 5.3 A 4 7.3 A 6 WB 5.9 A 4 7.3 A 6 NB 26.0 C 1 27.0 C 1 SB 30.6 C 5 33.7 C 7 Intersection 8.7 A --11.0 B -- Mendenhall Street & North Rouse Avenue Intersection Control Signalized Main Street & North Broadway Avenue Front Street & Aspen Street Intersection Control Signalized Peach Street & North Rouse Avenue Intersection Control Signalized Front Street & North Ida Avenue Intersection Control Uncontrolled Aspen Street & North Ida Avenue Intersection Control Uncontrolled Intersection Control All-Way Stop-Control Tamarack Street & North Wallace Avenue Intersection Control Uncontrolled Intersection Approach Existing (2023) AM Peak PM Peak SignalizedIntersection Control Oak Street & North Rouse Avenue Intersection Control Signalized Tamarack Street & North Rouse Avenue Queues 3: N Rouse Ave & Oak St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Lane Group EBT EBR WBL WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 234 179 1 4 1 118 287 270 165 v/c Ratio 0.72 0.25 0.00 0.01 0.00 0.21 0.30 0.43 0.27 Control Delay 36.9 2.3 19.0 18.8 0.0 8.1 10.0 21.2 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 2.3 19.0 18.8 0.0 8.1 10.0 21.2 8.0 Queue Length 50th (ft) 87 0 0 1 0 18 56 80 11 Queue Length 95th (ft) 177 25 4 8 0 54 134 194 62 Internal Link Dist (ft) 361 378 982 328 Turn Bay Length (ft) 140 50 200 80 Base Capacity (vph) 622 1043 492 883 762 753 1651 972 867 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.17 0.00 0.00 0.00 0.16 0.17 0.28 0.19 Intersection Summary HCM 6th Signalized Intersection Summary 3: N Rouse Ave & Oak St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 219 1 168 1 4 1 111 270 0 0 254 155 Future Volume (veh/h) 219 1 168 1 4 1 111 270 0 0 254 155 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1682 1750 1750 1750 1586 1736 1750 1750 1695 1709 Adj Flow Rate, veh/h 233 1 179 1 4 1 118 287 0 0 270 165 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 3 0 5 0 0 0 12 1 0 0 4 3 Cap, veh/h 442 1 416 211 389 322 533 986 0 127 747 623 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.07 0.57 0.00 0.00 0.44 0.44 Sat Flow, veh/h 1417 6 1394 1223 1750 1448 1511 1736 0 1109 1695 1414 Grp Volume(v), veh/h 234 0 179 1 4 1 118 287 0 0 270 165 Grp Sat Flow(s),veh/h/ln 1423 0 1394 1223 1750 1448 1511 1736 0 1109 1695 1414 Q Serve(g_s), s 8.6 0.0 5.9 0.0 0.1 0.0 2.2 4.9 0.0 0.0 6.0 4.2 Cycle Q Clear(g_c), s 8.7 0.0 5.9 8.8 0.1 0.0 2.2 4.9 0.0 0.0 6.0 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 443 0 416 211 389 322 533 986 0 127 747 623 V/C Ratio(X) 0.53 0.00 0.43 0.00 0.01 0.00 0.22 0.29 0.00 0.00 0.36 0.26 Avail Cap(c_a), veh/h 986 0 944 674 1052 870 1139 1193 0 401 1165 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.6 0.0 16.1 24.6 17.2 17.2 6.9 6.3 0.0 0.0 10.6 10.1 Incr Delay (d2), s/veh 1.0 0.0 0.7 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 1.8 0.0 0.0 0.0 0.6 1.5 0.0 0.0 2.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.6 0.0 16.8 24.6 17.2 17.2 7.1 6.5 0.0 0.0 10.9 10.3 LnGrp LOS C A B C B B A A A A B B Approach Vol, veh/h 413 6 405 435 Approach Delay, s/veh 19.5 18.4 6.7 10.6 Approach LOS B B A B Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.2 18.5 7.2 31.0 18.5 Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9 Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1 Max Q Clear Time (g_c+I1), s 6.9 10.7 4.2 8.0 10.8 Green Ext Time (p_c), s 1.9 1.9 0.3 2.4 0.0 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B Queues 6: N Rouse Ave & Tamarack St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 30 39 35 13 13 30 21 334 46 348 v/c Ratio 0.09 0.15 0.10 0.05 0.06 0.11 0.03 0.28 0.06 0.30 Control Delay 16.6 22.5 5.3 17.7 23.7 5.6 4.0 9.5 3.8 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 22.5 5.3 17.7 23.7 5.6 4.0 9.5 3.8 9.5 Queue Length 50th (ft) 6 8 0 3 3 0 0 26 1 27 Queue Length 95th (ft) 24 39 14 14 19 12 11 170 19 179 Internal Link Dist (ft) 416 765 1001 982 Turn Bay Length (ft) 80 80 80 80 30 30 Base Capacity (vph) 1017 1325 999 938 1167 892 1203 1515 1159 1502 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.03 0.04 0.01 0.01 0.03 0.02 0.22 0.04 0.23 Intersection Summary HCM 6th Signalized Intersection Summary 6: N Rouse Ave & Tamarack St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 37 34 12 12 29 20 316 5 44 324 10 Future Volume (veh/h) 29 37 34 12 12 29 20 316 5 44 324 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1709 1641 1518 1614 1750 1723 1477 1695 1709 1750 Adj Flow Rate, veh/h 30 39 35 12 12 30 21 329 5 46 338 10 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 3 3 8 17 10 0 2 20 4 3 0 Cap, veh/h 307 180 185 271 132 182 583 824 13 590 840 25 Arrive On Green 0.03 0.11 0.11 0.02 0.09 0.09 0.03 0.49 0.49 0.05 0.51 0.51 Sat Flow, veh/h 1667 1709 1408 1563 1518 1360 1667 1692 26 1615 1650 49 Grp Volume(v), veh/h 30 39 35 12 12 30 21 0 334 46 0 348 Grp Sat Flow(s),veh/h/ln 1667 1709 1408 1563 1518 1360 1667 0 1717 1615 0 1699 Q Serve(g_s), s 0.8 1.1 1.1 0.4 0.4 1.0 0.3 0.0 6.4 0.7 0.0 6.5 Cycle Q Clear(g_c), s 0.8 1.1 1.1 0.4 0.4 1.0 0.3 0.0 6.4 0.7 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.03 Lane Grp Cap(c), veh/h 307 180 185 271 132 182 583 0 837 590 0 865 V/C Ratio(X) 0.10 0.22 0.19 0.04 0.09 0.16 0.04 0.00 0.40 0.08 0.00 0.40 Avail Cap(c_a), veh/h 1127 1143 977 1069 1015 973 1418 0 1473 1364 0 1457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.2 21.0 19.9 20.8 21.6 19.7 6.5 0.0 8.4 6.1 0.0 7.8 Incr Delay (d2), s/veh 0.1 0.6 0.5 0.1 0.3 0.4 0.0 0.0 0.3 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.4 0.4 0.1 0.1 0.3 0.1 0.0 2.0 0.2 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 21.6 20.4 20.9 21.8 20.1 6.5 0.0 8.7 6.2 0.0 8.1 LnGrp LOS C C C C C C A A A A A A Approach Vol, veh/h 104 54 355 394 Approach Delay, s/veh 20.8 20.7 8.6 7.9 Approach LOS C C A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.4 31.0 3.8 11.1 4.3 32.1 4.7 10.2 Change Period (Y+Rc), s 3.0 6.0 3.0 * 5.7 3.0 6.0 3.0 * 5.7 Max Green Setting (Gmax), s 27.0 44.0 27.0 * 34 27.0 44.0 27.0 * 34 Max Q Clear Time (g_c+I1), s 2.7 8.4 2.4 3.1 2.3 8.5 2.8 3.0 Green Ext Time (p_c), s 0.1 2.3 0.0 0.3 0.0 2.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N Rouse Ave & Peach St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 55 122 69 9 81 77 31 273 65 368 v/c Ratio 0.16 0.30 0.13 0.03 0.30 0.18 0.05 0.31 0.10 0.42 Control Delay 17.1 23.9 4.7 15.8 30.0 5.8 7.2 16.3 7.2 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.1 23.9 4.7 15.8 30.0 5.8 7.2 16.3 7.2 17.3 Queue Length 50th (ft) 15 37 0 2 30 0 5 79 10 112 Queue Length 95th (ft) 39 95 23 12 72 25 17 154 29 211 Internal Link Dist (ft) 277 1564 1829 1001 Turn Bay Length (ft) 85 80 75 80 30 30 Base Capacity (vph) 686 946 958 706 946 829 862 1036 888 1018 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.13 0.07 0.01 0.09 0.09 0.04 0.26 0.07 0.36 Intersection Summary HCM 6th Signalized Intersection Summary 9: N Rouse Ave & Peach St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 107 61 8 71 68 27 227 13 57 289 35 Future Volume (veh/h) 48 107 61 8 71 68 27 227 13 57 289 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1750 1736 1695 1695 1723 1545 1682 1709 1627 Adj Flow Rate, veh/h 55 122 69 9 81 77 31 258 15 65 328 40 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 1 0 0 1 4 4 2 15 5 3 9 Cap, veh/h 304 271 272 260 202 242 511 727 42 596 707 86 Arrive On Green 0.05 0.16 0.16 0.01 0.12 0.12 0.03 0.45 0.45 0.06 0.47 0.47 Sat Flow, veh/h 1641 1736 1414 1667 1736 1379 1615 1610 94 1602 1490 182 Grp Volume(v), veh/h 55 122 69 9 81 77 31 0 273 65 0 368 Grp Sat Flow(s),veh/h/ln 1641 1736 1414 1667 1736 1379 1615 0 1703 1602 0 1671 Q Serve(g_s), s 1.6 3.5 2.3 0.3 2.4 2.7 0.6 0.0 5.8 1.1 0.0 8.2 Cycle Q Clear(g_c), s 1.6 3.5 2.3 0.3 2.4 2.7 0.6 0.0 5.8 1.1 0.0 8.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.11 Lane Grp Cap(c), veh/h 304 271 272 260 202 242 511 0 769 596 0 793 V/C Ratio(X) 0.18 0.45 0.25 0.03 0.40 0.32 0.06 0.00 0.35 0.11 0.00 0.46 Avail Cap(c_a), veh/h 871 919 799 903 919 812 1097 0 1040 1141 0 1021 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 21.2 19.1 21.2 22.7 20.0 7.9 0.0 9.9 7.2 0.0 9.8 Incr Delay (d2), s/veh 0.3 1.2 0.5 0.1 1.3 0.7 0.0 0.0 0.3 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.4 0.7 0.1 1.0 0.9 0.2 0.0 1.9 0.3 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 22.4 19.6 21.2 24.0 20.8 8.0 0.0 10.2 7.3 0.0 10.2 LnGrp LOS B C B C C C A A B A A B Approach Vol, veh/h 246 167 304 433 Approach Delay, s/veh 20.9 22.3 10.0 9.8 Approach LOS C C A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.2 31.2 3.6 14.3 4.9 32.5 5.9 12.1 Change Period (Y+Rc), s 3.0 * 6.2 3.0 * 5.7 3.0 * 6.2 3.0 * 5.7 Max Green Setting (Gmax), s 22.0 * 34 22.0 * 29 22.0 * 34 22.0 * 29 Max Q Clear Time (g_c+I1), s 3.1 7.8 2.3 5.5 2.6 10.2 3.6 4.7 Green Ext Time (p_c), s 0.1 1.7 0.0 0.9 0.0 2.4 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 12: N Rouse Ave & Mendenhall St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 7 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 182 78 42 238 58 188 90 v/c Ratio 0.44 0.19 0.06 0.22 0.08 0.17 0.10 Control Delay 33.2 6.2 2.8 7.6 2.9 6.8 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 6.2 2.8 7.6 2.9 6.8 2.1 Queue Length 50th (ft) 42 0 4 44 5 34 0 Queue Length 95th (ft) 68 27 11 89 14 70 17 Internal Link Dist (ft) 949 271 1829 Turn Bay Length (ft) 90 80 70 65 Base Capacity (vph) 1109 422 758 1071 777 1128 945 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.06 0.22 0.07 0.17 0.10 Intersection Summary HCM 6th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 6 164 73 39 216 6 54 175 84 Future Volume (veh/h) 0 0 0 6 164 73 39 216 6 54 175 84 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.99 Parking Bus, Adj 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 1750 1709 1736 1545 1709 1750 1654 1723 1682 Adj Flow Rate, veh/h 6 176 78 42 232 6 58 188 90 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 3 1 15 3 0 7 2 5 Cap, veh/h 11 325 212 787 1116 29 850 1174 957 Arrive On Green 0.10 0.10 0.10 0.04 0.67 0.67 0.05 0.68 0.68 Sat Flow, veh/h 105 3223 1415 1472 1657 43 1576 1723 1404 Grp Volume(v), veh/h 98 84 78 42 0 238 58 188 90 Grp Sat Flow(s),veh/h/ln 1704 1624 1415 1472 0 1700 1576 1723 1404 Q Serve(g_s), s 4.1 3.7 3.7 0.6 0.0 4.0 0.8 2.9 1.6 Cycle Q Clear(g_c), s 4.1 3.7 3.7 0.6 0.0 4.0 0.8 2.9 1.6 Prop In Lane 0.06 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 172 164 212 787 0 1145 850 1174 957 V/C Ratio(X) 0.57 0.52 0.37 0.05 0.00 0.21 0.07 0.16 0.09 Avail Cap(c_a), veh/h 586 559 556 868 0 1145 923 1174 957 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh 32.2 32.0 28.8 3.2 0.0 4.6 3.2 4.3 4.1 Incr Delay (d2), s/veh 2.9 2.5 1.1 0.0 0.0 0.4 0.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.5 1.3 0.1 0.0 1.3 0.2 0.9 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.1 34.5 29.9 3.3 0.0 5.1 3.2 4.5 4.2 LnGrp LOS D C C A A A A A A Approach Vol, veh/h 260 280 336 Approach Delay, s/veh 33.3 4.8 4.2 Approach LOS C A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 6.5 55.7 5.9 56.3 12.8 Change Period (Y+Rc), s 3.0 * 5.2 3.0 * 5.2 5.2 Max Green Setting (Gmax), s 7.0 * 29 7.0 * 29 25.8 Max Q Clear Time (g_c+I1), s 2.8 6.0 2.6 4.9 6.1 Green Ext Time (p_c), s 0.0 1.4 0.0 1.4 1.2 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. Queues 17: Main St & N Broadway Ave 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 9 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 500 687 1 166 v/c Ratio 0.27 0.33 0.00 0.67 Control Delay 6.3 5.6 21.0 33.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.3 5.6 21.0 33.8 Queue Length 50th (ft) 42 49 0 54 Queue Length 95th (ft) 85 100 4 104 Internal Link Dist (ft) 859 713 158 1932 Turn Bay Length (ft) Base Capacity (vph) 1864 2074 515 387 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.27 0.33 0.00 0.43 Intersection Summary HCM 6th Signalized Intersection Summary 17: Main St & N Broadway Ave 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 423 0 0 463 169 0 1 0 133 0 19 Future Volume (veh/h) 37 423 0 0 463 169 0 1 0 133 0 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 0.98 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1750 1750 1709 1723 1750 1750 1750 1668 1750 1682 Adj Flow Rate, veh/h 40 460 0 0 503 184 0 1 0 145 0 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 0 0 3 2 0 0 0 6 0 5 Cap, veh/h 174 1879 0 0 1568 570 0 293 0 293 5 30 Arrive On Green 0.68 0.68 0.00 0.00 0.68 0.68 0.00 0.17 0.00 0.17 0.00 0.17 Sat Flow, veh/h 176 2862 0 0 2407 844 0 1750 0 1213 29 180 Grp Volume(v), veh/h 255 245 0 0 351 336 0 1 0 166 0 0 Grp Sat Flow(s),veh/h/ln 1482 1477 0 0 1624 1543 0 1750 0 1422 0 0 Q Serve(g_s), s 0.0 4.8 0.0 0.0 6.7 6.8 0.0 0.0 0.0 8.0 0.0 0.0 Cycle Q Clear(g_c), s 4.3 4.8 0.0 0.0 6.7 6.8 0.0 0.0 0.0 8.2 0.0 0.0 Prop In Lane 0.16 0.00 0.00 0.55 0.00 0.00 0.87 0.13 Lane Grp Cap(c), veh/h 1056 997 0 0 1096 1042 0 293 0 328 0 0 V/C Ratio(X) 0.24 0.25 0.00 0.00 0.32 0.32 0.00 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 1056 997 0 0 1096 1042 0 516 0 508 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 4.7 4.7 0.0 0.0 5.0 5.1 0.0 26.0 0.0 29.4 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.6 0.0 0.0 0.8 0.8 0.0 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.4 0.0 0.0 2.1 2.0 0.0 0.0 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 5.3 0.0 0.0 5.8 5.9 0.0 26.0 0.0 30.6 0.0 0.0 LnGrp LOS A A A A A A A C A C A A Approach Vol, veh/h 500 687 1 166 Approach Delay, s/veh 5.3 5.9 26.0 30.6 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 56.5 18.5 56.5 18.5 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1 Max Q Clear Time (g_c+I1), s 6.8 10.2 8.8 2.0 Green Ext Time (p_c), s 3.7 0.7 5.2 0.0 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A HCM 6th TWSC 21: Aspen St & Front St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 11 Intersection Int Delay, s/veh 1 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 0 0 5 0 1 2 Future Vol, veh/h 0 0 5 0 1 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 67 67 67 67 67 67 Heavy Vehicles, % 0 0 0 0 100 0 Mvmt Flow 0 0 7 0 1 3 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 12 7 0 0 7 0 Stage 1 7 - - - - - Stage 2 5 - - - - - Critical Hdwy 6.4 6.2 - - 5.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 3.1 - Pot Cap-1 Maneuver 1013 1081 - - 1153 - Stage 1 1021 - - - - - Stage 2 1023 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1012 1081 - - 1153 - Mov Cap-2 Maneuver 1012 - - - - - Stage 1 1021 - - - - - Stage 2 1022 - - - - - Approach EB SE NW HCM Control Delay, s 0 0 2.7 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1153 - - - - HCM Lane V/C Ratio 0.001 - - - - HCM Control Delay (s) 8.1 0 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 22: N Ida Ave & Aspen St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 12 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 0 26 0 0 34 Future Vol, veh/h 1 0 26 0 0 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 100 0 0 0 0 6 Mvmt Flow 1 0 29 0 0 38 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 67 29 0 0 29 0 Stage 1 29 - - - - - Stage 2 38 - - - - - Critical Hdwy 7.4 6.2 - - 4.1 - Critical Hdwy Stg 1 6.4 - - - - - Critical Hdwy Stg 2 6.4 - - - - - Follow-up Hdwy 4.4 3.3 - - 2.2 - Pot Cap-1 Maneuver 743 1052 - - 1597 - Stage 1 791 - - - - - Stage 2 783 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 743 1052 - - 1597 - Mov Cap-2 Maneuver 743 - - - - - Stage 1 791 - - - - - Stage 2 783 - - - - - Approach WB NB SB HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 743 1597 - HCM Lane V/C Ratio - - 0.001 - - HCM Control Delay (s) - - 9.9 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 23: N Ida Ave & Front St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 3.4 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 27 0 7 33 0 3 Future Vol, veh/h 27 0 7 33 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 4 0 0 6 0 0 Mvmt Flow 34 0 9 41 0 4 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 34 30 0 0 50 0 Stage 1 30 - - - - - Stage 2 4 - - - - - Critical Hdwy 6.44 6.2 - - 4.1 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.3 - - 2.2 - Pot Cap-1 Maneuver 974 1050 - - 1570 - Stage 1 987 - - - - - Stage 2 1014 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 974 1050 - - 1570 - Mov Cap-2 Maneuver 974 - - - - - Stage 1 987 - - - - - Stage 2 1014 - - - - - Approach NB SE NW HCM Control Delay, s 8.8 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 974 1570 - - - HCM Lane V/C Ratio 0.035 - - - - HCM Control Delay (s) 8.8 0 - - - HCM Lane LOS A A - - - HCM 95th %tile Q(veh) 0.1 0 - - - HCM 6th AWSC 25: N Wallace Ave & Tamarack St 11/06/2023 AM Peak Block 104 1:59 pm 11/03/2023 Existing Conditions (2023) Synchro 11 Report Page 14 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 22 42 0 14 14 18 38 0 17 38 19 Future Vol, veh/h 14 22 42 0 14 14 18 38 0 17 38 19 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 14 0 2 0 0 14 6 0 0 12 0 21 Mvmt Flow 15 24 45 0 15 15 19 41 0 18 41 20 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.6 7.1 7.7 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 32% 18% 0% 23% Vol Thru, % 68% 28% 50% 51% Vol Right, % 0% 54% 50% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 56 78 28 74 LT Vol 18 14 0 17 Through Vol 38 22 14 38 RT Vol 0 42 14 19 Lane Flow Rate 60 84 30 80 Geometry Grp 1 1 1 1 Degree of Util (X) 0.072 0.096 0.033 0.094 Departure Headway (Hd) 4.328 4.117 3.908 4.242 Convergence, Y/N Yes Yes Yes Yes Cap 819 858 899 836 Service Time 2.401 2.201 2.007 2.311 HCM Lane V/C Ratio 0.073 0.098 0.033 0.096 HCM Control Delay 7.7 7.6 7.1 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.3 0.1 0.3 Queues 3: N Rouse Ave & Oak St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 1 Lane Group EBT EBR WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 235 165 4 216 310 1 338 225 v/c Ratio 0.74 0.21 0.01 0.36 0.31 0.00 0.54 0.38 Control Delay 41.6 2.2 23.0 9.0 9.9 22.0 26.3 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.6 2.2 23.0 9.0 9.9 22.0 26.3 11.9 Queue Length 50th (ft) 94 0 1 36 63 0 117 28 Queue Length 95th (ft) 219 26 10 98 153 5 286 111 Internal Link Dist (ft) 361 378 982 328 Turn Bay Length (ft) 140 200 70 80 Base Capacity (vph) 587 1011 767 779 1559 529 925 824 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 0.40 0.16 0.01 0.28 0.20 0.00 0.37 0.27 Intersection Summary HCM 6th Signalized Intersection Summary 3: N Rouse Ave & Oak St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 221 2 157 1 3 0 205 294 1 1 321 214 Future Volume (veh/h) 221 2 157 1 3 0 205 294 1 1 321 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1723 1750 1750 1750 1723 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 233 2 165 1 3 0 216 309 1 1 338 225 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 0 2 0 0 0 2 1 0 0 1 0 Cap, veh/h 276 2 750 54 125 605 384 778 3 409 519 427 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.00 0.12 0.45 0.45 0.30 0.30 0.30 Sat Flow, veh/h 467 4 1426 0 306 1483 1641 1730 6 1079 1736 1430 Grp Volume(v), veh/h 235 0 165 4 0 0 216 0 310 1 338 225 Grp Sat Flow(s),veh/h/ln 471 0 1426 306 0 1483 1641 0 1735 1079 1736 1430 Q Serve(g_s), s 0.0 0.0 5.2 0.0 0.0 0.0 7.1 0.0 10.0 0.1 14.2 11.0 Cycle Q Clear(g_c), s 34.1 0.0 5.2 34.1 0.0 0.0 7.1 0.0 10.0 0.1 14.2 11.0 Prop In Lane 0.99 1.00 0.25 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 278 0 750 178 0 605 384 0 781 409 519 427 V/C Ratio(X) 0.85 0.00 0.22 0.02 0.00 0.00 0.56 0.00 0.40 0.00 0.65 0.53 Avail Cap(c_a), veh/h 278 0 750 178 0 605 725 0 809 589 810 667 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.9 0.0 10.8 19.4 0.0 0.0 17.3 0.0 15.4 20.6 25.5 24.4 Incr Delay (d2), s/veh 20.8 0.0 0.1 0.0 0.0 0.0 1.3 0.0 0.3 0.0 1.4 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 1.6 0.0 0.0 0.0 2.7 0.0 3.9 0.0 5.9 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.6 0.0 10.9 19.5 0.0 0.0 18.6 0.0 15.7 20.6 26.9 25.4 LnGrp LOS D A B B A A B A B C C C Approach Vol, veh/h 400 4 526 564 Approach Delay, s/veh 33.1 19.5 16.9 26.3 Approach LOS C B B C Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 43.6 40.0 12.6 31.0 40.0 Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9 Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1 Max Q Clear Time (g_c+I1), s 12.0 36.1 9.1 16.2 36.1 Green Ext Time (p_c), s 2.0 0.0 0.6 3.0 0.0 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Queues 6: N Rouse Ave & Tamarack St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 42 26 31 6 31 55 43 424 38 440 v/c Ratio 0.13 0.09 0.08 0.02 0.14 0.19 0.07 0.41 0.06 0.44 Control Delay 18.4 23.7 4.5 17.8 28.6 7.9 5.3 13.3 5.4 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.4 23.7 4.5 17.8 28.6 7.9 5.3 13.3 5.4 14.2 Queue Length 50th (ft) 11 7 0 2 9 0 3 83 3 89 Queue Length 95th (ft) 34 31 13 10 37 24 19 229 17 248 Internal Link Dist (ft) 416 765 1001 982 Turn Bay Length (ft) 80 80 80 80 30 30 Base Capacity (vph) 827 1128 943 848 1128 834 1031 1408 1015 1381 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.02 0.03 0.01 0.03 0.07 0.04 0.30 0.04 0.32 Intersection Summary HCM 6th Signalized Intersection Summary 6: N Rouse Ave & Tamarack St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 25 29 6 29 52 41 397 6 36 389 29 Future Volume (veh/h) 40 25 29 6 29 52 41 397 6 36 389 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1709 1750 1750 1695 1750 1750 1750 1709 1736 1750 Adj Flow Rate, veh/h 42 26 31 6 31 55 43 418 6 38 409 31 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 0 3 0 0 4 0 0 0 3 1 0 Cap, veh/h 307 220 242 275 158 187 503 834 12 510 765 58 Arrive On Green 0.04 0.13 0.13 0.01 0.09 0.09 0.04 0.48 0.48 0.04 0.48 0.48 Sat Flow, veh/h 1641 1750 1410 1667 1750 1429 1667 1720 25 1628 1591 121 Grp Volume(v), veh/h 42 26 31 6 31 55 43 0 424 38 0 440 Grp Sat Flow(s),veh/h/ln 1641 1750 1410 1667 1750 1429 1667 0 1745 1628 0 1711 Q Serve(g_s), s 1.2 0.7 1.0 0.2 0.9 1.8 0.7 0.0 8.6 0.6 0.0 9.3 Cycle Q Clear(g_c), s 1.2 0.7 1.0 0.2 0.9 1.8 0.7 0.0 8.6 0.6 0.0 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.07 Lane Grp Cap(c), veh/h 307 220 242 275 158 187 503 0 846 510 0 823 V/C Ratio(X) 0.14 0.12 0.13 0.02 0.20 0.29 0.09 0.00 0.50 0.07 0.00 0.53 Avail Cap(c_a), veh/h 1087 1155 995 1127 1155 1002 1295 0 1477 1289 0 1449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.3 20.2 18.3 21.2 21.9 20.4 6.9 0.0 9.1 6.8 0.0 9.4 Incr Delay (d2), s/veh 0.2 0.2 0.2 0.0 0.6 0.9 0.1 0.0 0.5 0.1 0.0 0.5 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 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.3 0.3 0.1 0.4 0.6 0.2 0.0 2.8 0.2 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.5 20.4 18.5 21.2 22.5 21.3 7.0 0.0 9.6 6.9 0.0 10.0 LnGrp LOS B C B C C C A A A A A A Approach Vol, veh/h 99 92 467 478 Approach Delay, s/veh 19.4 21.7 9.3 9.7 Approach LOS B C A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.1 31.2 3.4 12.2 5.3 31.0 5.3 10.4 Change Period (Y+Rc), s 3.0 6.0 3.0 * 5.7 3.0 6.0 3.0 * 5.7 Max Green Setting (Gmax), s 27.0 44.0 27.0 * 34 27.0 44.0 27.0 * 34 Max Q Clear Time (g_c+I1), s 2.6 10.6 2.2 3.0 2.7 11.3 3.2 3.8 Green Ext Time (p_c), s 0.1 3.1 0.0 0.2 0.1 3.2 0.1 0.3 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N Rouse Ave & Peach St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 63 64 57 10 100 85 58 303 65 376 v/c Ratio 0.16 0.14 0.10 0.03 0.36 0.19 0.10 0.35 0.10 0.45 Control Delay 17.0 21.7 4.6 16.1 32.2 5.8 8.0 18.0 8.0 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.0 21.7 4.6 16.1 32.2 5.8 8.0 18.0 8.0 19.4 Queue Length 50th (ft) 17 19 0 3 38 0 10 93 11 120 Queue Length 95th (ft) 46 60 22 13 91 29 29 184 31 236 Internal Link Dist (ft) 277 1564 1829 1001 Turn Bay Length (ft) 85 80 75 80 30 30 Base Capacity (vph) 674 885 965 686 903 814 823 1009 837 988 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.07 0.06 0.01 0.11 0.10 0.07 0.30 0.08 0.38 Intersection Summary HCM 6th Signalized Intersection Summary 9: N Rouse Ave & Peach St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 63 56 10 98 83 57 291 6 64 320 48 Future Volume (veh/h) 62 63 56 10 98 83 57 291 6 64 320 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.96 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1723 1723 1736 1750 1682 1736 1750 Adj Flow Rate, veh/h 63 64 57 10 100 85 58 297 6 65 327 49 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 2 0 0 0 2 2 1 0 5 1 0 Cap, veh/h 309 291 319 309 220 259 505 752 15 559 657 98 Arrive On Green 0.06 0.17 0.17 0.01 0.13 0.13 0.05 0.44 0.44 0.06 0.45 0.45 Sat Flow, veh/h 1667 1723 1422 1667 1750 1398 1641 1695 34 1602 1468 220 Grp Volume(v), veh/h 63 64 57 10 100 85 58 0 303 65 0 376 Grp Sat Flow(s),veh/h/ln 1667 1723 1422 1667 1750 1398 1641 0 1729 1602 0 1688 Q Serve(g_s), s 1.8 1.8 1.8 0.3 3.0 3.0 1.0 0.0 6.7 1.2 0.0 8.9 Cycle Q Clear(g_c), s 1.8 1.8 1.8 0.3 3.0 3.0 1.0 0.0 6.7 1.2 0.0 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.13 Lane Grp Cap(c), veh/h 309 291 319 309 220 259 505 0 767 559 0 756 V/C Ratio(X) 0.20 0.22 0.18 0.03 0.45 0.33 0.11 0.00 0.39 0.12 0.00 0.50 Avail Cap(c_a), veh/h 867 896 818 939 910 810 1059 0 1038 1094 0 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.6 20.2 17.8 21.0 22.8 20.0 8.1 0.0 10.6 7.7 0.0 11.1 Incr Delay (d2), s/veh 0.3 0.4 0.3 0.0 1.5 0.7 0.1 0.0 0.3 0.1 0.0 0.5 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 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.7 0.6 0.1 1.3 1.0 0.3 0.0 2.3 0.4 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 20.6 18.0 21.1 24.3 20.8 8.2 0.0 10.9 7.8 0.0 11.6 LnGrp LOS B C B C C C A A B A A B Approach Vol, veh/h 184 195 361 441 Approach Delay, s/veh 19.2 22.6 10.5 11.0 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.2 31.2 3.7 15.2 6.0 31.4 6.1 12.8 Change Period (Y+Rc), s 3.0 * 6.2 3.0 * 5.7 3.0 * 6.2 3.0 * 5.7 Max Green Setting (Gmax), s 22.0 * 34 22.0 * 29 22.0 * 34 22.0 * 29 Max Q Clear Time (g_c+I1), s 3.2 8.7 2.3 3.8 3.0 10.9 3.8 5.0 Green Ext Time (p_c), s 0.1 1.9 0.0 0.5 0.1 2.5 0.1 0.8 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 12: N Rouse Ave & Mendenhall St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 7 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 192 85 61 313 67 226 124 v/c Ratio 0.48 0.22 0.08 0.27 0.08 0.20 0.12 Control Delay 38.5 7.0 2.8 7.5 2.8 6.9 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 7.0 2.8 7.5 2.8 6.9 1.7 Queue Length 50th (ft) 51 0 6 63 6 43 0 Queue Length 95th (ft) 81 32 15 119 16 85 20 Internal Link Dist (ft) 949 271 1829 Turn Bay Length (ft) 90 80 70 65 Base Capacity (vph) 1229 475 862 1150 862 1156 1001 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.18 0.07 0.27 0.08 0.20 0.12 Intersection Summary HCM 6th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 4 173 78 56 280 8 62 208 114 Future Volume (veh/h) 0 0 0 4 173 78 56 280 8 62 208 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.97 1.00 0.98 Parking Bus, Adj 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 1750 1736 1736 1654 1736 1750 1750 1736 1736 Adj Flow Rate, veh/h 4 188 85 61 304 9 67 226 124 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 1 7 1 0 0 1 1 Cap, veh/h 7 369 219 788 1147 34 827 1192 994 Arrive On Green 0.11 0.11 0.11 0.04 0.68 0.68 0.05 0.69 0.69 Sat Flow, veh/h 67 3315 1347 1576 1676 50 1667 1736 1449 Grp Volume(v), veh/h 103 89 85 61 0 313 67 226 124 Grp Sat Flow(s),veh/h/ln 1733 1650 1347 1576 0 1726 1667 1736 1449 Q Serve(g_s), s 4.8 4.3 4.8 0.9 0.0 5.9 1.0 4.0 2.5 Cycle Q Clear(g_c), s 4.8 4.3 4.8 0.9 0.0 5.9 1.0 4.0 2.5 Prop In Lane 0.04 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 193 183 219 788 0 1181 827 1192 994 V/C Ratio(X) 0.53 0.49 0.39 0.08 0.00 0.26 0.08 0.19 0.12 Avail Cap(c_a), veh/h 648 617 573 939 0 1181 985 1192 994 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 35.7 35.5 32.2 3.3 0.0 5.2 3.4 4.8 4.6 Incr Delay (d2), s/veh 2.3 2.0 1.1 0.0 0.0 0.5 0.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 1.8 1.6 0.2 0.0 2.0 0.3 1.3 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.0 37.5 33.3 3.4 0.0 5.7 3.5 5.1 4.8 LnGrp LOS D D C A A A A A A Approach Vol, veh/h 277 374 417 Approach Delay, s/veh 36.4 5.3 4.8 Approach LOS D A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 7.0 63.4 6.8 63.5 14.7 Change Period (Y+Rc), s 3.0 * 5.2 3.0 * 5.2 5.2 Max Green Setting (Gmax), s 12.0 * 28 12.0 * 28 31.8 Max Q Clear Time (g_c+I1), s 3.0 7.9 2.9 6.0 6.8 Green Ext Time (p_c), s 0.1 1.9 0.1 1.8 1.4 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 17: Main St & N Broadway Ave 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 9 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 634 720 1 222 v/c Ratio 0.39 0.36 0.00 0.76 Control Delay 8.9 7.2 22.0 41.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.9 7.2 22.0 41.9 Queue Length 50th (ft) 74 69 0 93 Queue Length 95th (ft) 139 131 4 154 Internal Link Dist (ft) 859 713 158 1932 Turn Bay Length (ft) Base Capacity (vph) 1663 2045 471 361 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.38 0.35 0.00 0.61 Intersection Summary HCM 6th Signalized Intersection Summary 17: Main St & N Broadway Ave 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 509 0 0 493 162 0 1 0 177 0 25 Future Volume (veh/h) 68 509 0 0 493 162 0 1 0 177 0 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 0.97 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1709 1750 1750 1709 1709 1750 1750 1750 1709 1750 1695 Adj Flow Rate, veh/h 75 559 0 0 542 178 0 1 0 195 0 27 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 3 0 0 3 3 0 0 0 3 0 4 Cap, veh/h 228 1635 0 0 1576 515 0 356 0 330 0 35 Arrive On Green 0.66 0.66 0.00 0.00 0.66 0.66 0.00 0.20 0.00 0.20 0.00 0.20 Sat Flow, veh/h 266 2563 0 0 2481 783 0 1750 0 1232 0 171 Grp Volume(v), veh/h 306 328 0 0 367 353 0 1 0 222 0 0 Grp Sat Flow(s),veh/h/ln 1275 1477 0 0 1624 1555 0 1750 0 1402 0 0 Q Serve(g_s), s 1.0 8.3 0.0 0.0 8.5 8.5 0.0 0.0 0.0 12.7 0.0 0.0 Cycle Q Clear(g_c), s 9.6 8.3 0.0 0.0 8.5 8.5 0.0 0.0 0.0 12.8 0.0 0.0 Prop In Lane 0.25 0.00 0.00 0.50 0.00 0.00 0.88 0.12 Lane Grp Cap(c), veh/h 891 972 0 0 1068 1023 0 356 0 364 0 0 V/C Ratio(X) 0.34 0.34 0.00 0.00 0.34 0.35 0.00 0.00 0.00 0.61 0.00 0.00 Avail Cap(c_a), veh/h 891 972 0 0 1068 1023 0 455 0 444 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.1 6.4 0.0 0.0 6.4 6.4 0.0 27.0 0.0 32.1 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.9 0.0 0.0 0.9 0.9 0.0 0.0 0.0 1.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.5 0.0 0.0 2.8 2.7 0.0 0.0 0.0 4.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.2 7.3 0.0 0.0 7.3 7.4 0.0 27.0 0.0 33.7 0.0 0.0 LnGrp LOS A A A A A A A C A C A A Approach Vol, veh/h 634 720 1 222 Approach Delay, s/veh 7.3 7.3 27.0 33.7 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 61.8 23.2 61.8 23.2 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 51.1 22.1 51.1 22.1 Max Q Clear Time (g_c+I1), s 11.6 14.8 10.5 2.0 Green Ext Time (p_c), s 5.2 0.7 5.7 0.0 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B HCM 6th TWSC 21: Aspen St & Front St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 11 Intersection Int Delay, s/veh 0.5 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 1 0 11 0 0 4 Future Vol, veh/h 1 0 11 0 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 1 0 14 0 0 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 19 14 0 0 14 0 Stage 1 14 - - - - - Stage 2 5 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 1004 1072 - - 1617 - Stage 1 1014 - - - - - Stage 2 1023 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 1004 1072 - - 1617 - Mov Cap-2 Maneuver 1004 - - - - - Stage 1 1014 - - - - - Stage 2 1023 - - - - - Approach EB SE NW HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1617 - 1004 - - HCM Lane V/C Ratio - - 0.001 - - HCM Control Delay (s) 0 - 8.6 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th TWSC 22: N Ida Ave & Aspen St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 12 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 41 0 1 44 Future Vol, veh/h 0 0 41 0 1 44 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 55 0 1 59 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 123 62 0 0 62 0 Stage 1 62 - - - - - Stage 2 61 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 877 1009 - - 1554 - Stage 1 966 - - - - - Stage 2 967 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 870 1002 - - 1544 - Mov Cap-2 Maneuver 870 - - - - - Stage 1 959 - - - - - Stage 2 966 - - - - - Approach WB NB SB HCM Control Delay, s 0 0 0.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - - 1544 - HCM Lane V/C Ratio - - - 0.001 - HCM Control Delay (s) - - 0 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - - 0 - HCM 6th TWSC 23: N Ida Ave & Front St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 3.7 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 44 1 13 48 1 4 Future Vol, veh/h 44 1 13 48 1 4 Conflicting Peds, #/hr 0 2 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 77 77 77 77 77 77 Heavy Vehicles, % 0 0 0 2 0 0 Mvmt Flow 57 1 17 62 1 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 57 52 0 0 81 0 Stage 1 50 - - - - - Stage 2 7 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 955 1021 - - 1529 - Stage 1 978 - - - - - Stage 2 1021 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 952 1017 - - 1526 - Mov Cap-2 Maneuver 952 - - - - - Stage 1 976 - - - - - Stage 2 1020 - - - - - Approach NB SE NW HCM Control Delay, s 9 0 1.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 953 1526 - - - HCM Lane V/C Ratio 0.061 0.001 - - - HCM Control Delay (s) 9 7.4 0 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.2 0 - - - HCM 6th AWSC 25: N Wallace Ave & Tamarack St 11/06/2023 PM Peak Block 104 12:25 pm 11/06/2023 Existing Conditions (2023) Synchro 11 Report Page 14 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 23 31 2 27 19 42 48 5 12 28 18 Future Vol, veh/h 17 23 31 2 27 19 42 48 5 12 28 18 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 6 0 0 0 0 0 5 0 0 0 0 0 Mvmt Flow 22 29 39 3 34 24 53 61 6 15 35 23 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.8 7.5 8.2 7.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 24% 4% 21% Vol Thru, % 51% 32% 56% 48% Vol Right, % 5% 44% 40% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 95 71 48 58 LT Vol 42 17 2 12 Through Vol 48 23 27 28 RT Vol 5 31 19 18 Lane Flow Rate 120 90 61 73 Geometry Grp 1 1 1 1 Degree of Util (X) 0.149 0.107 0.071 0.086 Departure Headway (Hd) 4.465 4.295 4.21 4.222 Convergence, Y/N Yes Yes Yes Yes Cap 808 838 854 851 Service Time 2.465 2.306 2.223 2.235 HCM Lane V/C Ratio 0.149 0.107 0.071 0.086 HCM Control Delay 8.2 7.8 7.5 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.4 0.2 0.3 APPENDIX C CAPACITY CALCULATIONS – FUTURE (2038) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 19.6B 14 20.3C 16 WB 18.0B1 20.5C1 NB 9.8A9 12.2B 10 SB 15.3B 13 20.7C 20 Intersection 14.9B --17.6B -- EB 21.0C3 19.4B3 WB 20.9C2 22.1C3 NB 10.7B 11 12.5B 15 SB 9.7A 11 13.2B 16 Intersection 12.1B --14.2B -- EB 8.0A1 8.1A1 WB 7.5A1 7.8A1 NB 8.1A1 8.6A1 SB 8.1A1 7.9A1 Intersection 8.0A --8.2A -- EB 8.8A0 8.9A0 NB 0.0A0 0.2A0 SB 0.0A0 0.0A0 Intersection 0.9A --0.4A -- EB 0.0A0 0.0A0 WB 6.6A1 6.9A1 NB 8.4A1 8.5A1 Intersection 7.2A --7.6A -- EB 8.9A1 9.0A1 NB 2.1A0 0.0A0 SB 0.0A0 0.0A0 Intersection 3.2A --3.7A -- EB 21.4C6 19.3B4 WB 22.6C4 23.1C6 NB 11.8B 10 13.9B 13 SB 11.9B 13 16.1B 19 Intersection 15.5B --17.1B -- WB 32.0C4 35.5D5 NB 6.2A6 7.0A8 SB 5.4A5 5.9A6 Intersection 13.5B --13.9B -- EB 7.3A6 11.9B8 WB 8.4A8 10.3B7 NB 23.8C1 24.7C1 SB 29.7C6 36.4D 11 Intersection 10.6B --14.6B -- Intersection Approach Future (2038) AM Peak PM Peak Intersection Control Signalized Oak Street & North Rouse Avenue Intersection Control Signalized Tamarack Street & North Rouse Avenue Intersection Control All-Way Stop-Control Tamarack Street & North Wallace Avenue Intersection Control One-Way Stop-Control (EB) Front Street & Site Access Alley Intersection Control One-Way Stop-Control (NB) Aspen Street & North Ida Avenue Intersection Control One-Way Stop-Control (EB) Mendenhall Street & North Rouse Avenue Intersection Control Signalized Main Street & North Broadway Avenue Front Street & Aspen Street Intersection Control Signalized Peach Street & North Rouse Avenue Intersection Control Signalized Queues 3: N Rouse Ave & Oak St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBT EBR WBL WBT WBR NBL NBT SBT SBR Lane Group Flow (vph) 322 247 1 5 1 164 400 373 227 v/c Ratio 0.80 0.29 0.00 0.01 0.00 0.36 0.44 0.65 0.40 Control Delay 43.0 2.3 22.0 22.2 0.0 12.1 14.6 31.8 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.0 2.3 22.0 22.2 0.0 12.1 14.6 31.8 13.9 Queue Length 50th (ft) 141 0 0 2 0 41 127 169 41 Queue Length 95th (ft) #350 34 5 11 0 80 213 310 115 Internal Link Dist (ft) 361 378 982 328 Turn Bay Length (ft) 140 25 50 200 80 Base Capacity (vph) 518 1055 317 729 639 633 1443 810 743 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.23 0.00 0.01 0.00 0.26 0.28 0.46 0.31 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 Rouse Ave & Oak St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 295 1 227 1 5 1 151 368 0 0 343 209 Future Volume (veh/h) 295 1 227 1 5 1 151 368 0 0 343 209 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1695 1750 1750 1750 1627 1736 1750 1750 1709 1723 Adj Flow Rate, veh/h 321 1 247 1 5 1 164 400 0 0 373 227 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 4 0 0 0 9 1 0 0 3 2 Cap, veh/h 514 1 528 197 495 410 426 920 0 113 671 559 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.09 0.53 0.00 0.00 0.39 0.39 Sat Flow, veh/h 1418 4 1406 1150 1750 1450 1550 1736 0 1000 1709 1424 Grp Volume(v), veh/h 322 0 247 1 5 1 164 400 0 0 373 227 Grp Sat Flow(s),veh/h/ln 1423 0 1406 1150 1750 1450 1550 1736 0 1000 1709 1424 Q Serve(g_s), s 13.3 0.0 8.5 0.1 0.1 0.0 3.7 9.0 0.0 0.0 10.8 7.3 Cycle Q Clear(g_c), s 13.4 0.0 8.5 13.5 0.1 0.0 3.7 9.0 0.0 0.0 10.8 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 516 0 528 197 495 410 426 920 0 113 671 559 V/C Ratio(X) 0.62 0.00 0.47 0.01 0.01 0.00 0.39 0.43 0.00 0.00 0.56 0.41 Avail Cap(c_a), veh/h 877 0 883 487 937 776 942 1063 0 333 1046 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 0.0 15.2 27.4 16.4 16.4 10.0 9.1 0.0 0.0 15.0 14.0 Incr Delay (d2), s/veh 1.2 0.0 0.6 0.0 0.0 0.0 0.6 0.3 0.0 0.0 0.7 0.5 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 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 2.6 0.0 0.1 0.0 1.2 3.0 0.0 0.0 4.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 0.0 15.8 27.4 16.4 16.4 10.6 9.5 0.0 0.0 15.8 14.5 LnGrp LOS C A B C B B B A A A B B Approach Vol, veh/h 569 7 564 600 Approach Delay, s/veh 19.6 18.0 9.8 15.3 Approach LOS B B A B Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 39.8 23.9 8.8 31.0 23.9 Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9 Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1 Max Q Clear Time (g_c+I1), s 11.0 15.4 5.7 12.8 15.5 Green Ext Time (p_c), s 2.8 2.6 0.4 3.4 0.0 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Queues 6: N Rouse Ave & Tamarack St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 42 54 50 17 18 50 29 470 66 488 v/c Ratio 0.13 0.22 0.14 0.08 0.10 0.19 0.05 0.45 0.10 0.46 Control Delay 21.1 28.2 7.2 23.0 29.3 9.6 4.3 12.4 4.2 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.1 28.2 7.2 23.0 29.3 9.6 4.3 12.4 4.2 12.3 Queue Length 50th (ft) 12 16 0 5 5 0 2 102 5 106 Queue Length 95th (ft) 38 57 24 20 27 25 14 264 25 272 Internal Link Dist (ft) 416 765 1001 982 Turn Bay Length (ft) 80 80 80 80 30 30 Base Capacity (vph) 841 1092 904 796 1004 776 1041 1372 1014 1375 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.05 0.06 0.02 0.02 0.06 0.03 0.34 0.07 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 6: N Rouse Ave & Tamarack St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 50 46 16 17 46 27 425 7 61 436 13 Future Volume (veh/h) 39 50 46 16 17 46 27 425 7 61 436 13 Initial Q (Qb), veh 0 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1709 1709 1668 1586 1654 1750 1723 1559 1709 1723 1750 Adj Flow Rate, veh/h 42 54 50 17 18 50 29 462 8 66 474 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 3 3 6 12 7 0 2 14 3 2 0 Cap, veh/h 320 198 211 277 148 213 463 795 14 480 826 24 Arrive On Green 0.04 0.12 0.12 0.02 0.09 0.09 0.03 0.47 0.47 0.06 0.50 0.50 Sat Flow, veh/h 1667 1709 1409 1589 1586 1395 1667 1687 29 1628 1663 49 Grp Volume(v), veh/h 42 54 50 17 18 50 29 0 470 66 0 488 Grp Sat Flow(s),veh/h/ln 1667 1709 1409 1589 1586 1395 1667 0 1717 1628 0 1712 Q Serve(g_s), s 1.2 1.5 1.7 0.5 0.6 1.7 0.5 0.0 10.6 1.0 0.0 10.6 Cycle Q Clear(g_c), s 1.2 1.5 1.7 0.5 0.6 1.7 0.5 0.0 10.6 1.0 0.0 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.03 Lane Grp Cap(c), veh/h 320 198 211 277 148 213 463 0 808 480 0 851 V/C Ratio(X) 0.13 0.27 0.24 0.06 0.12 0.24 0.06 0.00 0.58 0.14 0.00 0.57 Avail Cap(c_a), veh/h 1095 1104 958 1052 1025 983 1256 0 1423 1212 0 1419 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.1 21.4 19.9 21.0 22.1 19.8 7.5 0.0 10.2 7.2 0.0 9.4 Incr Delay (d2), s/veh 0.2 0.7 0.6 0.1 0.4 0.6 0.1 0.0 0.7 0.1 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.6 0.5 0.2 0.2 0.5 0.1 0.0 3.5 0.3 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 22.1 20.5 21.1 22.4 20.4 7.5 0.0 10.9 7.3 0.0 10.0 LnGrp LOS C C C C C C A A B A A B Approach Vol, veh/h 146 85 499 554 Approach Delay, s/veh 21.0 20.9 10.7 9.7 Approach LOS C C B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 31.0 4.1 11.9 4.7 32.4 5.3 10.7 Change Period (Y+Rc), s 3.0 6.0 3.0 * 5.7 3.0 6.0 3.0 * 5.7 Max Green Setting (Gmax), s 27.0 44.0 27.0 * 34 27.0 44.0 27.0 * 34 Max Q Clear Time (g_c+I1), s 3.0 12.6 2.5 3.7 2.5 12.6 3.2 3.7 Green Ext Time (p_c), s 0.1 3.5 0.0 0.4 0.0 3.6 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N Rouse Ave & Peach St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 71 158 89 17 105 100 39 353 84 474 v/c Ratio 0.20 0.38 0.15 0.05 0.43 0.21 0.08 0.49 0.16 0.60 Control Delay 19.9 27.4 4.7 18.4 37.1 5.8 7.8 19.8 8.1 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.9 27.4 4.7 18.4 37.1 5.8 7.8 19.8 8.1 21.2 Queue Length 50th (ft) 24 59 0 5 47 0 7 115 15 166 Queue Length 95th (ft) 53 131 28 19 98 31 21 227 39 316 Internal Link Dist (ft) 277 1564 1829 1001 Turn Bay Length (ft) 85 80 75 80 30 30 Base Capacity (vph) 538 711 894 555 711 747 701 801 718 796 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.22 0.10 0.03 0.15 0.13 0.06 0.44 0.12 0.60 Intersection Summary HCM 6th Signalized Intersection Summary 9: N Rouse Ave & Peach St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 145 82 16 97 92 36 306 18 77 389 47 Future Volume (veh/h) 65 145 82 16 97 92 36 306 18 77 389 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1736 1750 1750 1736 1709 1709 1723 1600 1695 1723 1668 Adj Flow Rate, veh/h 71 158 89 17 105 100 39 333 20 84 423 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 1 0 0 1 3 3 2 11 4 2 6 Cap, veh/h 310 294 300 258 227 275 416 698 42 519 690 83 Arrive On Green 0.06 0.17 0.17 0.02 0.13 0.13 0.04 0.43 0.43 0.06 0.46 0.46 Sat Flow, veh/h 1641 1736 1417 1667 1736 1394 1628 1606 96 1615 1504 181 Grp Volume(v), veh/h 71 158 89 17 105 100 39 0 353 84 0 474 Grp Sat Flow(s),veh/h/ln 1641 1736 1417 1667 1736 1394 1628 0 1703 1615 0 1685 Q Serve(g_s), s 2.1 4.8 3.0 0.5 3.2 3.6 0.7 0.0 8.5 1.6 0.0 12.2 Cycle Q Clear(g_c), s 2.1 4.8 3.0 0.5 3.2 3.6 0.7 0.0 8.5 1.6 0.0 12.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.11 Lane Grp Cap(c), veh/h 310 294 300 258 227 275 416 0 740 519 0 773 V/C Ratio(X) 0.23 0.54 0.30 0.07 0.46 0.36 0.09 0.00 0.48 0.16 0.00 0.61 Avail Cap(c_a), veh/h 840 885 782 861 885 803 973 0 1001 1033 0 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 21.8 19.2 21.0 23.1 20.1 9.2 0.0 11.6 8.2 0.0 11.7 Incr Delay (d2), s/veh 0.4 1.5 0.5 0.1 1.5 0.8 0.1 0.0 0.5 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.0 1.0 0.2 1.3 1.2 0.2 0.0 2.9 0.5 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.3 23.4 19.7 21.1 24.6 20.9 9.3 0.0 12.1 8.3 0.0 12.5 LnGrp LOS B C B C C C A A B A A B Approach Vol, veh/h 318 222 392 558 Approach Delay, s/veh 21.4 22.6 11.8 11.9 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 31.2 4.2 15.4 5.3 32.6 6.4 13.2 Change Period (Y+Rc), s 3.0 * 6.2 3.0 * 5.7 3.0 * 6.2 3.0 * 5.7 Max Green Setting (Gmax), s 22.0 * 34 22.0 * 29 22.0 * 34 22.0 * 29 Max Q Clear Time (g_c+I1), s 3.6 10.5 2.5 6.8 2.7 14.2 4.1 5.6 Green Ext Time (p_c), s 0.2 2.3 0.0 1.2 0.1 3.1 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 12: N Rouse Ave & Mendenhall St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 7 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 249 107 57 326 79 260 125 v/c Ratio 0.52 0.23 0.08 0.31 0.11 0.24 0.13 Control Delay 33.0 5.2 3.4 9.4 3.5 8.2 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 5.2 3.4 9.4 3.5 8.2 2.2 Queue Length 50th (ft) 56 0 5 69 8 53 0 Queue Length 95th (ft) 87 30 16 136 21 106 22 Internal Link Dist (ft) 949 271 1829 Turn Bay Length (ft) 90 80 70 65 Base Capacity (vph) 1120 472 717 1040 704 1089 945 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.23 0.08 0.31 0.11 0.24 0.13 Intersection Summary HCM 6th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 8 221 98 52 292 8 73 239 115 Future Volume (veh/h) 0 0 0 8 221 98 52 292 8 73 239 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 Parking Bus, Adj 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 1750 1723 1736 1586 1723 1750 1682 1723 1709 Adj Flow Rate, veh/h 9 240 107 57 317 9 79 260 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 1 12 2 0 5 2 3 Cap, veh/h 15 408 258 705 1068 30 755 1118 926 Arrive On Green 0.13 0.13 0.13 0.05 0.64 0.64 0.05 0.65 0.65 Sat Flow, veh/h 116 3238 1421 1511 1665 47 1602 1723 1427 Grp Volume(v), veh/h 133 116 107 57 0 326 79 260 125 Grp Sat Flow(s),veh/h/ln 1717 1637 1421 1511 0 1713 1602 1723 1427 Q Serve(g_s), s 5.5 5.0 5.0 0.9 0.0 6.3 1.2 4.7 2.5 Cycle Q Clear(g_c), s 5.5 5.0 5.0 0.9 0.0 6.3 1.2 4.7 2.5 Prop In Lane 0.07 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 216 206 258 705 0 1099 755 1118 926 V/C Ratio(X) 0.62 0.56 0.41 0.08 0.00 0.30 0.10 0.23 0.14 Avail Cap(c_a), veh/h 591 563 568 776 0 1099 818 1118 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 31.1 30.8 27.3 3.9 0.0 6.0 4.0 5.4 5.1 Incr Delay (d2), s/veh 2.8 2.4 1.1 0.0 0.0 0.7 0.1 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.1 1.7 0.2 0.0 2.1 0.3 1.5 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 33.2 28.3 4.0 0.0 6.6 4.0 5.9 5.3 LnGrp LOS C C C A A A A A A Approach Vol, veh/h 356 383 464 Approach Delay, s/veh 32.0 6.2 5.4 Approach LOS C A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 7.0 53.3 6.5 53.9 14.7 Change Period (Y+Rc), s 3.0 * 5.2 3.0 * 5.2 5.2 Max Green Setting (Gmax), s 7.0 * 29 7.0 * 29 25.8 Max Q Clear Time (g_c+I1), s 3.2 8.3 2.9 6.7 7.5 Green Ext Time (p_c), s 0.0 2.0 0.0 2.0 1.7 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 17: Main St & N Broadway Ave 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 9 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 676 925 1 225 v/c Ratio 0.41 0.47 0.00 0.74 Control Delay 9.2 8.5 19.0 35.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.2 8.5 19.0 35.6 Queue Length 50th (ft) 74 92 0 79 Queue Length 95th (ft) 142 177 3 135 Internal Link Dist (ft) 859 713 158 1932 Turn Bay Length (ft) Base Capacity (vph) 1673 1971 525 400 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.40 0.47 0.00 0.56 Intersection Summary HCM 6th Signalized Intersection Summary 17: Main St & N Broadway Ave 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 572 0 0 624 227 0 1 0 181 0 26 Future Volume (veh/h) 50 572 0 0 624 227 0 1 0 181 0 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1723 1723 1750 1750 1750 1695 1750 1695 Adj Flow Rate, veh/h 54 622 0 0 678 247 0 1 0 197 0 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 0 2 2 0 0 0 4 0 4 Cap, veh/h 161 1729 0 0 1493 544 0 357 0 343 0 36 Arrive On Green 0.64 0.64 0.00 0.00 0.64 0.64 0.00 0.20 0.00 0.20 0.00 0.20 Sat Flow, veh/h 165 2787 0 0 2425 852 0 1750 0 1241 0 176 Grp Volume(v), veh/h 333 343 0 0 474 451 0 1 0 225 0 0 Grp Sat Flow(s),veh/h/ln 1384 1489 0 0 1637 1554 0 1750 0 1417 0 0 Q Serve(g_s), s 0.3 8.1 0.0 0.0 11.1 11.1 0.0 0.0 0.0 11.2 0.0 0.0 Cycle Q Clear(g_c), s 11.4 8.1 0.0 0.0 11.1 11.1 0.0 0.0 0.0 11.3 0.0 0.0 Prop In Lane 0.16 0.00 0.00 0.55 0.00 0.00 0.88 0.12 Lane Grp Cap(c), veh/h 940 951 0 0 1045 992 0 357 0 379 0 0 V/C Ratio(X) 0.35 0.36 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 940 951 0 0 1045 992 0 516 0 508 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.1 6.4 0.0 0.0 6.9 6.9 0.0 23.8 0.0 28.3 0.0 0.0 Incr Delay (d2), s/veh 1.0 1.1 0.0 0.0 1.4 1.5 0.0 0.0 0.0 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.5 0.0 0.0 3.7 3.5 0.0 0.0 0.0 3.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.1 7.4 0.0 0.0 8.3 8.4 0.0 23.8 0.0 29.7 0.0 0.0 LnGrp LOS A A A A A A A C A C A A Approach Vol, veh/h 676 925 1 225 Approach Delay, s/veh 7.3 8.4 23.8 29.7 Approach LOS A A C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 53.8 21.2 53.8 21.2 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1 Max Q Clear Time (g_c+I1), s 13.4 13.3 13.1 2.0 Green Ext Time (p_c), s 5.3 0.8 7.4 0.0 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B HCM 6th TWSC 20: Site Access & Front St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 11 Intersection Int Delay, s/veh 0.9 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 4 7 54 1 0 40 Future Vol, veh/h 4 7 54 1 0 40 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 4 8 59 1 0 43 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 103 60 0 0 60 0 Stage 1 60 - - - - - Stage 2 43 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 900 1011 - - 1556 - Stage 1 968 - - - - - Stage 2 985 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 900 1011 - - 1556 - Mov Cap-2 Maneuver 900 - - - - - Stage 1 968 - - - - - Stage 2 985 - - - - - Approach EB SE NW HCM Control Delay, s 8.8 0 0 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1556 - 968 - - HCM Lane V/C Ratio - - 0.012 - - HCM Control Delay (s) 0 - 8.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th TWSC 21: Aspen St & Front St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 12 Intersection Int Delay, s/veh 3.2 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 35 0 7 53 1 3 Future Vol, veh/h 35 0 7 53 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 100 0 Mvmt Flow 38 0 8 58 1 3 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 42 37 0 0 66 0 Stage 1 37 - - - - - Stage 2 5 - - - - - Critical Hdwy 6.4 6.2 - - 5.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 3.1 - Pot Cap-1 Maneuver 974 1041 - - 1088 - Stage 1 991 - - - - - Stage 2 1023 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 973 1041 - - 1088 - Mov Cap-2 Maneuver 973 - - - - - Stage 1 991 - - - - - Stage 2 1022 - - - - - Approach EB SE NW HCM Control Delay, s 8.9 0 2.1 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1088 - 973 - - HCM Lane V/C Ratio 0.001 - 0.039 - - HCM Control Delay (s) 8.3 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 6th TWSC 22: N Ida Ave & Aspen St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 7.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 49 5 0 35 Future Vol, veh/h 0 0 49 5 0 35 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 53 5 0 38 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1 0 112 1 Stage 1 - - - - 1 - Stage 2 - - - - 111 - 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 - - 1635 - 890 1090 Stage 1 - - - - 1028 - Stage 2 - - - - 919 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1635 - 861 1090 Mov Cap-2 Maneuver - - - - 861 - Stage 1 - - - - 1028 - Stage 2 - - - - 889 - Approach EB WB NB HCM Control Delay, s 0 6.6 8.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1090 - - 1635 - HCM Lane V/C Ratio 0.035 - - 0.033 - HCM Control Delay (s) 8.4 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - HCM 6th AWSC 25: N Wallace Ave & Tamarack St 11/22/2023 AM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 14 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 31 58 0 23 19 28 52 0 23 51 26 Future Vol, veh/h 19 31 58 0 23 19 28 52 0 23 51 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 11 0 2 0 0 10 4 0 0 9 0 15 Mvmt Flow 21 34 63 0 25 21 30 57 0 25 55 28 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 7.5 8.1 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 35% 18% 0% 23% Vol Thru, % 65% 29% 55% 51% Vol Right, % 0% 54% 45% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 80 108 42 100 LT Vol 28 19 0 23 Through Vol 52 31 23 51 RT Vol 0 58 19 26 Lane Flow Rate 87 117 46 109 Geometry Grp 1 1 1 1 Degree of Util (X) 0.109 0.14 0.053 0.133 Departure Headway (Hd) 4.52 4.301 4.209 4.402 Convergence, Y/N Yes Yes Yes Yes Cap 795 836 853 816 Service Time 2.535 2.314 2.225 2.417 HCM Lane V/C Ratio 0.109 0.14 0.054 0.134 HCM Control Delay 8.1 8 7.5 8.1 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.5 0.2 0.5 Queues 3: N Rouse Ave & Oak St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 326 232 1 4 301 434 1 473 313 v/c Ratio 0.87 0.27 0.01 0.01 0.62 0.43 0.00 0.81 0.55 Control Delay 58.8 4.4 28.0 28.0 16.6 13.7 25.0 44.0 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 4.4 28.0 28.0 16.6 13.7 25.0 44.0 20.4 Queue Length 50th (ft) 201 18 0 2 95 161 0 296 98 Queue Length 95th (ft) #396 56 5 11 159 232 4 #481 198 Internal Link Dist (ft) 361 378 982 328 Turn Bay Length (ft) 140 25 200 70 80 Base Capacity (vph) 453 947 242 630 587 1264 364 714 666 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.24 0.00 0.01 0.51 0.34 0.00 0.66 0.47 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 Rouse Ave & Oak St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 297 3 213 1 4 0 277 398 1 1 435 288 Future Volume (veh/h) 297 3 213 1 4 0 277 398 1 1 435 288 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1723 1750 1750 1750 1723 1736 1750 1750 1736 1750 Adj Flow Rate, veh/h 323 3 232 1 4 0 301 433 1 1 473 313 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 2 0 0 0 2 1 0 0 1 0 Cap, veh/h 500 4 613 182 493 417 424 948 2 450 624 515 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.00 0.15 0.55 0.55 0.36 0.36 0.36 Sat Flow, veh/h 1411 13 1424 1162 1750 1483 1641 1732 4 965 1736 1434 Grp Volume(v), veh/h 326 0 232 1 4 0 301 0 434 1 473 313 Grp Sat Flow(s),veh/h/ln 1424 0 1424 1162 1750 1483 1641 0 1736 965 1736 1434 Q Serve(g_s), s 14.8 0.0 7.8 0.1 0.1 0.0 7.3 0.0 10.5 0.0 16.7 12.5 Cycle Q Clear(g_c), s 14.9 0.0 7.8 14.9 0.1 0.0 7.3 0.0 10.5 0.0 16.7 12.5 Prop In Lane 0.99 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 504 0 613 182 493 417 424 0 950 450 624 515 V/C Ratio(X) 0.65 0.00 0.38 0.01 0.01 0.00 0.71 0.00 0.46 0.00 0.76 0.61 Avail Cap(c_a), veh/h 802 0 910 424 857 726 822 0 972 644 973 803 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 0.0 13.7 30.3 18.0 0.0 13.4 0.0 9.5 14.3 19.7 18.3 Incr Delay (d2), s/veh 1.4 0.0 0.4 0.0 0.0 0.0 2.2 0.0 0.3 0.0 1.9 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 2.4 0.0 0.0 0.0 2.6 0.0 3.6 0.0 6.7 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 0.0 14.0 30.3 18.0 0.0 15.6 0.0 9.8 14.3 21.6 19.5 LnGrp LOS C A B C B A B A A B C B Approach Vol, veh/h 558 5 735 787 Approach Delay, s/veh 20.3 20.5 12.2 20.7 Approach LOS C C B C Timer - Assigned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s 44.1 25.5 13.1 31.0 25.5 Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9 Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1 Max Q Clear Time (g_c+I1), s 12.5 16.9 9.3 18.7 16.9 Green Ext Time (p_c), s 3.0 2.5 0.9 4.4 0.0 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Queues 6: N Rouse Ave & Tamarack St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 59 38 42 9 43 79 60 589 58 612 v/c Ratio 0.23 0.14 0.11 0.04 0.26 0.27 0.12 0.54 0.11 0.57 Control Delay 26.7 30.7 7.3 23.8 40.2 9.1 5.7 15.7 5.7 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 30.7 7.3 23.8 40.2 9.1 5.7 15.7 5.7 16.5 Queue Length 50th (ft) 24 16 0 4 22 0 9 210 9 224 Queue Length 95th (ft) 55 47 22 15 55 34 25 369 24 398 Internal Link Dist (ft) 416 765 1001 982 Turn Bay Length (ft) 80 80 80 80 30 30 Base Capacity (vph) 563 768 764 574 768 653 799 1098 797 1076 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.05 0.05 0.02 0.06 0.12 0.08 0.54 0.07 0.57 Intersection Summary HCM 6th Signalized Intersection Summary 6: N Rouse Ave & Tamarack St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 35 39 8 40 73 55 534 8 53 524 39 Future Volume (veh/h) 54 35 39 8 40 73 55 534 8 53 524 39 Initial Q (Qb), veh 0 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1750 1723 1750 1750 1709 1750 1750 1750 1723 1736 1750 Adj Flow Rate, veh/h 59 38 42 9 43 79 60 580 9 58 570 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 0 3 0 0 0 2 1 0 Cap, veh/h 316 244 278 282 169 217 363 801 12 383 741 55 Arrive On Green 0.05 0.14 0.14 0.01 0.10 0.10 0.06 0.47 0.47 0.05 0.46 0.46 Sat Flow, veh/h 1641 1750 1422 1667 1750 1441 1667 1718 27 1641 1594 117 Grp Volume(v), veh/h 59 38 42 9 43 79 60 0 589 58 0 612 Grp Sat Flow(s),veh/h/ln 1641 1750 1422 1667 1750 1441 1667 0 1744 1641 0 1712 Q Serve(g_s), s 1.7 1.0 1.3 0.3 1.2 2.7 1.0 0.0 14.6 0.9 0.0 16.0 Cycle Q Clear(g_c), s 1.7 1.0 1.3 0.3 1.2 2.7 1.0 0.0 14.6 0.9 0.0 16.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.07 Lane Grp Cap(c), veh/h 316 244 278 282 169 217 363 0 813 383 0 796 V/C Ratio(X) 0.19 0.16 0.15 0.03 0.25 0.36 0.17 0.00 0.72 0.15 0.00 0.77 Avail Cap(c_a), veh/h 1051 1116 987 1099 1116 997 1108 0 1427 1118 0 1401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 20.4 18.0 21.5 22.5 20.5 9.0 0.0 11.6 8.6 0.0 12.0 Incr Delay (d2), s/veh 0.3 0.3 0.2 0.0 0.8 1.0 0.2 0.0 1.2 0.2 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.4 0.4 0.1 0.5 0.9 0.3 0.0 5.0 0.3 0.0 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.3 20.7 18.2 21.5 23.3 21.6 9.2 0.0 12.8 8.8 0.0 13.6 LnGrp LOS B C B C C C A A B A A B Approach Vol, veh/h 139 131 649 670 Approach Delay, s/veh 19.4 22.1 12.5 13.2 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.9 31.1 3.6 13.2 6.0 31.0 5.9 10.9 Change Period (Y+Rc), s 3.0 6.0 3.0 * 5.7 3.0 6.0 3.0 * 5.7 Max Green Setting (Gmax), s 27.0 44.0 27.0 * 34 27.0 44.0 27.0 * 34 Max Q Clear Time (g_c+I1), s 2.9 16.6 2.3 3.3 3.0 18.0 3.7 4.7 Green Ext Time (p_c), s 0.1 4.5 0.0 0.3 0.1 4.8 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N Rouse Ave & Peach St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 90 95 82 17 145 122 84 438 93 539 v/c Ratio 0.24 0.22 0.13 0.05 0.55 0.25 0.22 0.59 0.20 0.73 Control Delay 20.4 24.9 4.3 18.4 40.9 5.5 10.1 23.6 9.7 28.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 24.9 4.3 18.4 40.9 5.5 10.1 23.6 9.7 28.8 Queue Length 50th (ft) 32 35 0 6 69 0 17 167 19 224 Queue Length 95th (ft) 66 86 26 19 134 35 44 321 48 #468 Internal Link Dist (ft) 277 1564 1829 1001 Turn Bay Length (ft) 85 80 75 80 30 30 Base Capacity (vph) 531 643 871 550 656 738 613 748 664 734 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.15 0.09 0.03 0.22 0.17 0.14 0.59 0.14 0.73 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 9: N Rouse Ave & Peach St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 87 75 16 133 112 77 392 11 86 431 65 Future Volume (veh/h) 83 87 75 16 133 112 77 392 11 86 431 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1723 1723 1736 1750 1709 1736 1750 Adj Flow Rate, veh/h 90 95 82 17 145 122 84 426 12 93 468 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 0 0 2 2 1 0 3 1 0 Cap, veh/h 313 337 373 335 265 309 353 702 20 435 617 94 Arrive On Green 0.06 0.20 0.20 0.02 0.15 0.15 0.06 0.42 0.42 0.07 0.42 0.42 Sat Flow, veh/h 1667 1723 1427 1667 1750 1404 1641 1679 47 1628 1465 222 Grp Volume(v), veh/h 90 95 82 17 145 122 84 0 438 93 0 539 Grp Sat Flow(s),veh/h/ln 1667 1723 1427 1667 1750 1404 1641 0 1726 1628 0 1688 Q Serve(g_s), s 2.6 2.8 2.7 0.5 4.6 4.5 1.7 0.0 11.8 1.9 0.0 16.2 Cycle Q Clear(g_c), s 2.6 2.8 2.7 0.5 4.6 4.5 1.7 0.0 11.8 1.9 0.0 16.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.03 1.00 0.13 Lane Grp Cap(c), veh/h 313 337 373 335 265 309 353 0 722 435 0 711 V/C Ratio(X) 0.29 0.28 0.22 0.05 0.55 0.40 0.24 0.00 0.61 0.21 0.00 0.76 Avail Cap(c_a), veh/h 818 845 793 914 858 784 854 0 976 927 0 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.4 20.5 17.4 20.7 23.5 20.0 10.9 0.0 13.5 9.7 0.0 14.7 Incr Delay (d2), s/veh 0.5 0.5 0.3 0.1 1.8 0.8 0.3 0.0 0.8 0.2 0.0 2.5 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 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.1 0.9 0.2 1.9 1.4 0.6 0.0 4.3 0.6 0.0 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 20.9 17.7 20.8 25.2 20.9 11.2 0.0 14.4 10.0 0.0 17.2 LnGrp LOS B C B C C C B A B A A B Approach Vol, veh/h 267 284 522 632 Approach Delay, s/veh 19.3 23.1 13.9 16.1 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 31.2 4.2 17.4 6.8 31.4 6.9 14.8 Change Period (Y+Rc), s 3.0 * 6.2 3.0 * 5.7 3.0 * 6.2 3.0 * 5.7 Max Green Setting (Gmax), s 22.0 * 34 22.0 * 29 22.0 * 34 22.0 * 29 Max Q Clear Time (g_c+I1), s 3.9 13.8 2.5 4.8 3.7 18.2 4.6 6.6 Green Ext Time (p_c), s 0.2 2.8 0.0 0.8 0.2 3.4 0.2 1.2 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 12: N Rouse Ave & Mendenhall St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 7 Lane Group WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 258 114 82 425 90 307 167 v/c Ratio 0.55 0.26 0.11 0.40 0.14 0.28 0.17 Control Delay 38.3 5.9 3.4 10.1 3.5 8.6 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 5.9 3.4 10.1 3.5 8.6 3.1 Queue Length 50th (ft) 68 0 9 102 9 67 8 Queue Length 95th (ft) 101 34 22 188 24 130 37 Internal Link Dist (ft) 949 271 1829 Turn Bay Length (ft) 90 80 70 65 Base Capacity (vph) 1229 522 813 1072 732 1112 967 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.22 0.10 0.40 0.12 0.28 0.17 Intersection Summary HCM 6th Signalized Intersection Summary 12: N Rouse Ave & Mendenhall St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 5 233 105 75 380 11 83 282 154 Future Volume (veh/h) 0 0 0 5 233 105 75 380 11 83 282 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.97 1.00 0.98 Parking Bus, Adj 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 1750 1736 1736 1682 1736 1750 1750 1736 1736 Adj Flow Rate, veh/h 5 253 114 82 413 12 90 307 167 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 1 1 5 1 0 0 1 1 Cap, veh/h 8 439 256 692 1104 32 705 1146 956 Arrive On Green 0.13 0.13 0.13 0.05 0.66 0.66 0.05 0.66 0.66 Sat Flow, veh/h 63 3320 1362 1602 1677 49 1667 1736 1449 Grp Volume(v), veh/h 138 120 114 82 0 425 90 307 167 Grp Sat Flow(s),veh/h/ln 1733 1650 1362 1602 0 1726 1667 1736 1449 Q Serve(g_s), s 6.4 5.8 6.3 1.3 0.0 9.5 1.4 6.2 3.8 Cycle Q Clear(g_c), s 6.4 5.8 6.3 1.3 0.0 9.5 1.4 6.2 3.8 Prop In Lane 0.04 1.00 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 229 218 256 692 0 1136 705 1146 956 V/C Ratio(X) 0.60 0.55 0.44 0.12 0.00 0.37 0.13 0.27 0.17 Avail Cap(c_a), veh/h 648 617 586 837 0 1136 854 1146 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.73 0.73 0.73 Uniform Delay (d), s/veh 34.8 34.5 30.9 4.0 0.0 6.6 4.4 6.0 5.6 Incr Delay (d2), s/veh 2.6 2.1 1.2 0.1 0.0 0.9 0.1 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 2.4 2.1 0.4 0.0 3.3 0.4 2.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.3 36.7 32.1 4.1 0.0 7.5 4.4 6.4 5.8 LnGrp LOS D D C A A A A A A Approach Vol, veh/h 372 507 564 Approach Delay, s/veh 35.5 7.0 5.9 Approach LOS D A A Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s 7.4 61.2 7.3 61.3 16.4 Change Period (Y+Rc), s 3.0 * 5.2 3.0 * 5.2 5.2 Max Green Setting (Gmax), s 12.0 * 28 12.0 * 28 31.8 Max Q Clear Time (g_c+I1), s 3.4 11.5 3.3 8.2 8.4 Green Ext Time (p_c), s 0.1 2.5 0.1 2.4 2.0 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 17: Main St & N Broadway Ave 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 9 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 846 963 1 297 v/c Ratio 0.63 0.51 0.00 0.83 Control Delay 14.3 10.4 22.0 46.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.3 10.4 22.0 46.9 Queue Length 50th (ft) 152 137 0 126 Queue Length 95th (ft) 200 174 4 #272 Internal Link Dist (ft) 859 713 158 1932 Turn Bay Length (ft) Base Capacity (vph) 1391 1947 490 378 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.61 0.49 0.00 0.79 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 17: Main St & N Broadway Ave 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 686 0 0 666 220 0 1 0 239 0 34 Future Volume (veh/h) 92 686 0 0 666 220 0 1 0 239 0 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1723 1750 1750 1723 1723 1750 1750 1750 1723 1750 1709 Adj Flow Rate, veh/h 100 746 0 0 724 239 0 1 0 260 0 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 2 0 0 2 2 0 0 0 2 0 3 Cap, veh/h 191 1432 0 0 1501 496 0 416 0 372 0 42 Arrive On Green 0.62 0.62 0.00 0.00 0.62 0.62 0.00 0.24 0.00 0.24 0.00 0.24 Sat Flow, veh/h 221 2374 0 0 2494 795 0 1750 0 1233 0 175 Grp Volume(v), veh/h 382 464 0 0 492 471 0 1 0 297 0 0 Grp Sat Flow(s),veh/h/ln 1027 1489 0 0 1637 1566 0 1750 0 1408 0 0 Q Serve(g_s), s 10.3 14.5 0.0 0.0 13.8 13.8 0.0 0.0 0.0 17.3 0.0 0.0 Cycle Q Clear(g_c), s 24.0 14.5 0.0 0.0 13.8 13.8 0.0 0.0 0.0 17.3 0.0 0.0 Prop In Lane 0.26 0.00 0.00 0.51 0.00 0.00 0.88 0.12 Lane Grp Cap(c), veh/h 694 929 0 0 1021 976 0 416 0 414 0 0 V/C Ratio(X) 0.55 0.50 0.00 0.00 0.48 0.48 0.00 0.00 0.00 0.72 0.00 0.00 Avail Cap(c_a), veh/h 694 929 0 0 1021 976 0 455 0 446 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 8.7 0.0 0.0 8.6 8.6 0.0 24.7 0.0 31.3 0.0 0.0 Incr Delay (d2), s/veh 3.1 1.9 0.0 0.0 1.6 1.7 0.0 0.0 0.0 5.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 4.7 0.0 0.0 4.8 4.6 0.0 0.0 0.0 6.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 10.7 0.0 0.0 10.2 10.3 0.0 24.7 0.0 36.4 0.0 0.0 LnGrp LOS B B A A B B A C A D A A Approach Vol, veh/h 846 963 1 297 Approach Delay, s/veh 11.9 10.3 24.7 36.4 Approach LOS B B C D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 58.9 26.1 58.9 26.1 Change Period (Y+Rc), s 5.9 5.9 5.9 5.9 Max Green Setting (Gmax), s 51.1 22.1 51.1 22.1 Max Q Clear Time (g_c+I1), s 26.0 19.3 15.8 2.0 Green Ext Time (p_c), s 7.2 0.5 8.3 0.0 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B HCM 6th TWSC 20: Site Access & Front St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 11 Intersection Int Delay, s/veh 0.4 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 2 4 82 3 2 65 Future Vol, veh/h 2 4 82 3 2 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 2 4 89 3 2 71 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 166 91 0 0 92 0 Stage 1 91 - - - - - Stage 2 75 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 829 972 - - 1515 - Stage 1 938 - - - - - Stage 2 953 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 828 972 - - 1515 - Mov Cap-2 Maneuver 828 - - - - - Stage 1 938 - - - - - Stage 2 952 - - - - - Approach EB SE NW HCM Control Delay, s 8.9 0 0.2 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1515 - 919 - - HCM Lane V/C Ratio 0.001 - 0.007 - - HCM Control Delay (s) 7.4 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th TWSC 21: Aspen St & Front St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 12 Intersection Int Delay, s/veh 3.7 Movement EBL EBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 59 0 15 63 0 5 Future Vol, veh/h 59 0 15 63 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 64 0 16 68 0 5 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 55 50 0 0 84 0 Stage 1 50 - - - - - Stage 2 5 - - - - - Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 958 1024 - - 1526 - Stage 1 978 - - - - - Stage 2 1023 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 958 1024 - - 1526 - Mov Cap-2 Maneuver 958 - - - - - Stage 1 978 - - - - - Stage 2 1023 - - - - - Approach EB SE NW HCM Control Delay, s 9 0 0 HCM LOS A Minor Lane/Major Mvmt NWL NWT EBLn1 SET SER Capacity (veh/h) 1526 - 958 - - HCM Lane V/C Ratio - - 0.067 - - HCM Control Delay (s) 0 - 9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - HCM 6th TWSC 22: N Ida Ave & Aspen St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 7.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 60 3 0 57 Future Vol, veh/h 0 0 60 3 0 57 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 0 65 3 0 62 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1 0 134 1 Stage 1 - - - - 1 - Stage 2 - - - - 133 - 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 - - 1635 - 864 1090 Stage 1 - - - - 1028 - Stage 2 - - - - 898 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1635 - 829 1090 Mov Cap-2 Maneuver - - - - 829 - Stage 1 - - - - 1028 - Stage 2 - - - - 862 - Approach EB WB NB HCM Control Delay, s 0 6.9 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1090 - - 1635 - HCM Lane V/C Ratio 0.057 - - 0.04 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th AWSC 25: N Wallace Ave & Tamarack St 11/22/2023 PM Peak Block 104 2:43 pm 11/10/2023 Future (2038) Synchro 11 Report Page 14 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 34 45 3 38 26 59 66 7 16 39 24 Future Vol, veh/h 23 34 45 3 38 26 59 66 7 16 39 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 0 0 0 0 0 4 0 0 0 0 0 Mvmt Flow 25 37 49 3 41 28 64 72 8 17 42 26 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.1 7.8 8.6 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 45% 23% 4% 20% Vol Thru, % 50% 33% 57% 49% Vol Right, % 5% 44% 39% 30% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 132 102 67 79 LT Vol 59 23 3 16 Through Vol 66 34 38 39 RT Vol 7 45 26 24 Lane Flow Rate 143 111 73 86 Geometry Grp 1 1 1 1 Degree of Util (X) 0.181 0.134 0.088 0.103 Departure Headway (Hd) 4.53 4.358 4.329 4.332 Convergence, Y/N Yes Yes Yes Yes Cap 793 824 829 828 Service Time 2.55 2.377 2.349 2.355 HCM Lane V/C Ratio 0.18 0.135 0.088 0.104 HCM Control Delay 8.6 8.1 7.8 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.7 0.5 0.3 0.3 APPENDIX D TRAFFIC SIGNAL WARRANT WORKSHEETS xxxxxxxx----xxxxxx---- Yes Noxx7. Crash History 8. Roadway Network 9. Intersection Near a Grade Crossing Signals Warranted 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System Future (2038) TRAFFIC SIGNAL WARRANTS Existing Conditions (2023) 1. Eight-Hour Vehicular Volume E Tamarack St & N Wallace Ave Sanderson Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Existing (2023)HourBeginNBSBEBWB0:00 1 0 2 1 1 21:00 3 2 1 0 5 12:00 1 1 0 0 2 03:00 1 1 2 2 2 24:00 0 2 3 0 2 35:00 3 6 5 1 9 56:00 10 16 19 5 26 197:00 30 47 57 19 77 578:00 65 58 70 28 123 709:00 47 46 61 39 93 6110:00 54 46 74 47 100 7411:00 55 52 62 47 107 6212:00 60 38 80 49 98 8013:00 70 42 78 41 112 7814:00 48 38 48 32 86 4815:00 79 48 58 43 127 5816:00 79 46 60 42 125 6017:00 82 59 70 44 141 7018:00 54 40 40 17 94 4019:00 22 18 25 8 40 2520:00 14 2 13 7 16 1321:00 12 9 3 4 21 422:00 3 2 3 2 5 323:00336266TOTAL7966228404801418841Condition 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 >500 and Higher Minor Street Total > 150 for 8 hours?Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?Higher Volume Minor Approach Sanderson Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Future (2038)HourBeginNBSBEBWB0:00 1 0 3 1 1 31:00 4 3 1 0 7 12:00 1 1 0 0 2 03:00 1 1 3 3 2 34:00 0 3 4 0 3 45:00 4 8 7 1 12 76:00 14 22 27 7 36 277:00 42 64 80 27 106 808:00 91 79 99 40 170 999:00 66 62 86 56 128 8610:00 76 62 104 67 138 10411:00 77 71 87 67 148 8712:00 84 52 113 70 136 11313:00 98 57 110 59 155 11014:00 67 52 68 46 119 6815:00 111 65 82 62 176 8216:00 111 62 85 60 173 8517:00 115 80 99 63 195 9918:00 76 54 56 24 130 5619:00 31 24 35 11 55 3520:00 20 3 18 10 23 1821:00 17 12 4 6 29 622:00 4 3 4 3 7 423:00448388TOTAL1115844118368619591185Condition 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: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 > 150 for 8 hours?Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?Higher Volume Minor Approach Sanderson Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Existing (2023)HourBegin NB SB EB WB0:00 1 0 2 1 1 21:00 3 2 1 0 5 12:00 1 1 0 0 2 03:00 1 1 2 2 2 24:00 0 2 3 0 2 35:00 3 6 5 1 9 56:00 10 16 19 5 26 197:00 30 47 57 19 77 578:00 65 58 70 28 123 709:00 47 46 61 39 93 6110:00 54 46 74 47 100 7411:00 55 52 62 47 107 6212:00 60 38 80 49 98 8013:00 70 42 78 41 112 7814:00 48 38 48 32 86 4815:00 79 48 58 43 127 5816:00 79 46 60 42 125 6017:00 82 59 70 44 141 7018:00 54 40 40 17 94 4019:00 22 18 25 8 40 2520:00 14 2 13 7 16 1321:00 12 9 3 4 21 422:00 3 2 3 2 5 323:00 3 3 6 2 6 6TOTAL 796 622 840 480 1418 841Meets 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 Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Future (2038)HourBegin NB SB EB WB0:00 1 0 3 1 1 31:00 4 3 1 0 7 12:00 1 1 0 0 2 03:00 1 1 3 3 2 34:00 0 3 4 0 3 45:00 4 8 7 1 12 76:00 14 22 27 7 36 277:00 42 64 80 27 106 808:00 91 79 99 40 170 999:00 66 62 86 56 128 8610:00 76 62 104 67 138 10411:00 77 71 87 67 148 8712:00 84 52 113 70 136 11313:00 98 57 110 59 155 11014:00 67 52 68 46 119 6815:00 111 65 82 62 176 8216:00 111 62 85 60 173 8517:00 115 80 99 63 195 9918:00 76 54 56 24 130 5619:00 31 24 35 11 55 3520:00 20 3 18 10 23 1821:00 17 12 4 6 29 622:00 4 3 4 3 7 423:00 4 4 8 3 8 8TOTAL 1115 844 1183 686 1959 1185Meets 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 Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Existing (2023)Category A:Peak Period: PMTotal stopped time delay for minor approach > 4 veh-hrs?No (0.15)High minor approach volume > 100 for peak hour?No (71)Total entering volume > 800 for peak hour?No (272)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) 71Total Entering Volume (vehs) 272PM Peak Hour 4:45 -5:45 PMHigh Minor Total Stopped Time Delay (hrs) 0.15Total Volume of Major Approaches (vehs) 153Total Volume of Major Approaches (vehs) 130High Minor Approach Volume (vehs) 78Total Entering Volume (vehs) 236AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.16Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart10/17/202306020.11Block 104City of Bozeman25 mphN Wallace Ave (1 lane)E Tamarack St (1 lane)Analysis Year/Case: Future (2038)Category A:Peak Period: PMTotal stopped time delay for minor approach > 4 veh-hrs?No (0.24)High minor approach volume > 100 for peak hour?Yes (102)Total entering volume > 800 for peak hour?No (380)Category A warrant satisfied?NoCategory B:Meets warrant criteria on graph for minimum of one hour (100% thresholds)?NoWarrant 3 Satisfied?No3801022110.234:45 -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) 180High Minor Approach Volume (vehs) 108Total Volume of Major Approaches (vehs) 330AM Peak Hour 7:45 - 8:45 AMHigh Minor Total Stopped Time Delay (hrs) 0.24Project Description:Jurisdiction:Major Street Speed Limit:Major Street (Approach Lanes):Minor Street (Approach Lanes):Warrant 3: Peak HourGeneral InformationAgency/Company:Date:Project Number: Sanderson Stewart 10/17/2023 06020.11 Block 104 City of Bozeman 25 mph N Wallace Ave (1 lane) E Tamarack St (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 1 0 1:00 7 0 2:00 2 0 3:00 2 0 4:00 3 0 5:00 12 0 6:00 36 1 7:00 106 6 8:00 170 10 9:00 128 5 10:00 138 6 11:00 148 14 12:00 136 6 13:00 155 7 14:00 119 3 15:00 176 7 16:00 173 7 17:00 195 12 18:00 130 7 19:00 55 1 For each of any 4 hours of an average day, do the plotted points representing 20:00 23 4 representing the vehicles per hour on the major street and the corresponding 21:00 29 0 pedestrians per hour crossing the major street fall above the curve in 22:00 7 0 Figure 4C-5?No 23:00 8 1 TOTAL 1,959 97 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 10/17/2023 06020.11 Block 104 City of Bozeman 25 mph N Wallace Ave (1 lane) E Tamarack St (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?N/A Warrant 5 Satisfied?N/A 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 10/17/2023 06020.11 Block 104 City of Bozeman 25 mph N Wallace Ave (1 lane) E Tamarack St (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?N/A Warrant 5 Satisfied?N/A 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 10/17/2023 06020.11 Block 104 City of Bozeman 25 mph N Wallace Ave (1 lane) E Tamarack St (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. 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?No 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 10/17/2023 06020.11 Block 104 City of Bozeman 25 mph N Wallace Ave (1 lane) E Tamarack St (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. 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?No 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: