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HomeMy WebLinkAbout005_TrafficImpactStudy MAIN STREET HOTEL – BOZEMAN TRAFFIC IMPACT STUDY BOZ-07022.01 Troy Miller, Bennet Hospitality 17 Lockwood Drive Rice Mill Building, Suite 400 Charleston, SC 29401 January 2022 Main Street Hotel TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ........................................................................................................ 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 1 Bicycle/Pedestrian Facilities ................................................................................................................ 1 Traffic Volumes.................................................................................................................................. 5 Intersection Capacity ......................................................................................................................... 5 Crash History .................................................................................................................................... 5 TRIP GENERATION .................................................................................................................................. 8 TRIP DISTRIBUTION ................................................................................................................................. 9 TRAFFIC ASSIGNMENT ............................................................................................................................ 9 TRAFFIC IMPACTS ................................................................................................................................. 10 Traffic Volumes................................................................................................................................ 10 Intersection Capacity ....................................................................................................................... 10 CONCLUSIONS AND RECOMMENDATIONS ......................................................................................... 10 Conclusions .................................................................................................................................... 10 Recommendations ........................................................................................................................... 13 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2021) APPENDIX C – CAPACITY CALCULATIONS – FUTURE CONDITIONS (2023) LIST OF TABLES TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 7 TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 7 TABLE 3: TRIP GENERATION SUMMARY ................................................................................................... 9 Main Street Hotel TIS ii LIST OF FIGURES FIGURE 1: STUDY AREA .......................................................................................................................... 2 FIGURE 2: SITE LAYOUT…………………………………………………………………… ..................................... 3 FIGURE 3: STREET AND INTERSECTION CHARACTERISTICS ...................................................................... 4 FIGURE 4: EXISTING CONDITIONS (2021) PEAK HOUR TRAFFIC VOLUMES .............................................. 6 FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 11 FIGURE 6: FUTURE (2023) TRAFFIC PROJECTIONS ................................................................................. 12 Main Street Hotel TIS 1 INTRODUCTION This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed development of Main Street Hotel in Bozeman, Montana on the surrounding transportation system. This report also provides recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION AND DESCRIPTION The Main Street Hotel development is located on an empty lot on the northwest corner of the intersection of West Main Street and 5th Avenue in Bozeman, Montana. The block containing the lot is bordered by West Main Street, West Mendenhall Street, North 7th Avenue, and North 5th Avenue. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The site development plan proposes construction of a 91,566 square-foot hotel including 113 rooms, an indoor pool, and 9367 square-feet of retail space. It is expected that construction will be completed by 2023. Access to the Main Street Hotel is proposed via existing alley access driveways to the lot from West Mendenhall Street, North 5th Avenue, North 7th Avenue, and West Main Street. Figure 2 on page 3 shows the current proposed site plan for the Main Street Hotel site. EXISTING CONDITIONS Streets Figure 3 on page 4 shows the MDT street classifications and speed limits on the study area streets. Additional conditions of the existing streets within the Main Street Hotel study area are described below. West Mendenhall Street is a westbound one-way, two-lane street on the north side of the site. West Main Street and North 7th Avenue each have a four-lane section in the study area. Intersections Figure 3 also shows the traffic control utilized at each study area intersection. There are no dedicated turn lanes in the study area. The west leg of the alley access on North 7th Avenue operates under right-in/right-out control with a pork chop median. There is currently no intersection control at any of the alley intersections. The West Main Street/North 5th Avenue and West Mendenhall Street/North 7th Avenue signals both operate with a simple two-phase plan with no left-turning protection. Bicycle/Pedestrian Facilities West Mendenhall Street has bike sharrows on both westbound lanes and there is sidewalk along all streets in the study area. There are striped pedestrian crosswalks at the intersections of West Mendenhall Street with North 5th Avenue and North 7th Avenue, and West Main Street with North 5th Avenue. There are no other dedicated bicycle or pedestrian facilities in the study area. Main Street Hotel TIS 2 Figure 1: Study Area Main Street Hotel TIS 3 Figure 2: Site Layout Main Street Hotel TIS 4 Figure 3: Street and Intersection Characteristics Main Street Hotel TIS 5 Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersections on Tuesday, August 31st, and Wednesday, September 1st, 2021. The traffic data was collected using Miovision Scout video-based systems. In general, the weekday AM and PM peak hour periods were found to occur from 7:45 AM to 8:45 AM and 4:30 PM to 5:30 PM. Raw count data was adjusted for seasonal variation using MDT seasonal adjustment factors. There was no COVID-19 pandemic-related reduction in traffic observed, so no additional adjustment factor was applied. Figure 4 on the following page summarizes the calculated Existing Conditions (2021) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Intersection Capacity Intersection capacity calculations for Existing Conditions (2021) were performed for the study area intersections using Synchro, Version 10, which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a quantitative 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 typically considered a minimum acceptable threshold for operations in Montana-based communities, though exceptions are made in certain cases. The results of the Existing Conditions (2021) intersection capacity calculations showed that all intersection approaches operate at LOS C or better during both the AM and PM peak hours except for the westbound approach at the West Mendenhall Street/North 7th Avenue intersection, which operates at LOS D during the PM peak hour. Queues are minimal at all study area intersection approaches. Figure 4 also shows the Existing Conditions (2021) LOS results at each intersection. Note that capacity analysis was evaluated assuming that all alley accesses operate as stop-controlled. 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 5-year period from January 1, 2014 through December 31, 2018 for all study area intersections, as that is the latest crash data available from MDT. Note that no crashes were reported at the following intersections: West Mendenhall Street/Alley Access, North 5th Avenue/West Lamme Street, and West Main Street/Alley/World Boards. The crash data was analyzed for the purpose of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 on page 7 illustrate the results of that analysis. Intersection crash frequency rates were calculated on the basis of crashes per million vehicles entering (MVE). The MVE metric was estimated based on published historical ADT volumes from the MDT website and 2021 peak hour counts. The highest crash rates were observed to be 0.91 crashes/MVE and 0.51 crashes/MVE at the intersections of North 7th Avenue/West Mendenhall Street and West Mendenhall Street/North 5th Avenue, respectively. Crash rates for the other study area intersections ranged from 0.00 crashes/MVE to 0.25 crashes/MVE. As a means of evaluating the relative significance of the calculated historical crash rates, Sanderson Stewart also calculated an expected rate using the predictive crash rate formulas in the American Association of State Highway and Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane Main Street Hotel TIS 6 Figure 4: Existing Conditions (2021) Peak Hour Traffic Volumes Main Street Hotel TIS 7 configurations and traffic control. The calculation results in a crashes-per-year prediction. Sanderson Stewart then back calculated a frequency rate on the basis of MVE for the sake of comparison with the actual historical crash rates at the intersections. The results of the calculations for this study showed that the historical rate is two times higher than the predicted crash rate at the intersection of North 7th Avenue/West Mendenhall Street. All other study intersections had a higher predicted crash rate than historical rate. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 below. Severity rate and severity index were also calculated for all study area intersections based on standard MDT protocols. A 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. Severity rate is defined as the crash rate multiplied by the severity index. The severity rates were found to be relatively low at most intersections with the exception of rates of 1.62 crashes/MVE and 0.56 crashes/MVE at the intersections of North 7th Avenue/West Mendenhall Street and West Main Street/North 5th Avenue, respectively. The intersection of North 7th Avenue/West Mendenhall Street had 9 of 23 (39%) crashes resulting in injuries, and the intersection of West Main Street/North 5th Avenue had 5 of 8 (63%) crashes resulting in injuries. The severity rates are also shown in Table 1. Sanderson Stewart evaluated collision type for the purpose of identifying any significant trends in the crash data. Table 2 below presents the results of that analysis. Right-angle collisions were the cause of 18 of 23 (78%) crashes at North 7th Avenue/West Mendenhall Street. In addition, 7 of the 18 (39%) right-angle crashes resulted in injury. Right-angle crashes are typically caused at signalized intersections by poor sight distance, drivers misjudging gaps, inadequate yellow change intervals, or red light running. At this intersection, there is good sight distance and most of the crash reports noted both vehicles driving straight, not turning maneuvers, which would reduce the concern of drivers misjudging gaps. The yellow clearance for this Table 2: Crash History – Collision Type Rear End Right Angle Head On Pedestrian Fixed Object LT, OD SS, OD Total N 7th Ave/Mendenhall St 3 18 2 23 N 7th Ave/Alley Access 1 1 Mendenhall St/Alley Access 0 Mendenhall St/North 5th Ave 2 1 3 North 5th Ave/Lamme St 0 Main St/Alley/World Boards Access 0 Main St/N 5th Ave 2 3 1 1 1 8 Collision Type Table 1: Crash History – Frequency and Severity Statistics PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity (Crash/ MVE) Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) N 7th Ave/Mendenhall St 13852 23 14 9 0 4.6 0.91 1.62 2.21 0.44 N 7th Ave/Alley Access 13234 1 1 0 0 0.2 0.04 0.04 1.81 0.37 Mendenhall St/Alley Access 2758 0 0 0 0 0.0 0.00 0.00 0.16 0.16 Mendenhall St/North 5th Ave 3251 3 3 0 0 0.6 0.51 0.51 0.89 0.75 North 5th Ave/Lamme St 1603 0 0 0 0 0.0 0.00 0.00 0.21 0.36 Main St/Alley/World Boards Access 17975 0 0 0 0 0.0 0.00 0.00 0.53 0.08 Main St/N 5th Ave 17664 8 3 5 0 1.6 0.25 0.56 3.31 0.51 HSM Predictions⁴ Intersection Crash Data3Crash Type 2015-2019 DEV1 Reported Crashes2 Main Street Hotel TIS 8 intersection is 3.0 seconds, based upon a 25-mph speed limit; however, consideration should be given to observing speeds on North 7th Avenue and West Mendenhall Street and increasing the yellow time to an appropriate length dependent upon speeds. In addition, it is suggested that consideration be given to monitoring red light running activities. At the intersection of West Mendenhall Street/North 5th Avenue, 2 of 3 (67%) crashes were right-angle collisions. At this two-way stop-controlled intersection, the right-angle collisions may be caused by drivers misjudging gaps, which may be due to higher than anticipated operating speeds on West Mendenhall Street. At the intersection of West Main Street/North 5th Avenue, 3 of the 8 (38%) crashes were right-angle collisions, in addition to two rear-end crashes, a pedestrian-related crash with a left-turning vehicle, and a left turn, opposite direction crash. All three right-angle collisions resulted in injuries in addition to the pedestrian and left turn, opposite direction crashes. Consideration should be given to extending the yellow change interval to accommodate observed vehicle operating speeds and to observe the intersection for red-light running. Protecting left turns and providing pedestrian signals could help improve safety, but these improvements would have to be coordinated with MDT signal coordination along Main Street and would require changes to intersection geometrics. It is important to note that these evaluations are speculative in nature. More detailed information about individual crashes would be needed to determine exact causes for each collision. TRIP GENERATION This study utilized Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source in the United States for determining trip generation projections. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Land Use Code 310 – Hotel and Land Use Code 820 – Shopping Center were utilized to project trip generation for the Main Street Hotel. Table 3 on the following page illustrates the results of the trip generation calculations for the site. At full buildout and occupancy, the Main Street Hotel and its retail space is projected to generate a total of 1299 gross average weekday trips with 62 trips (37 entering/25 exiting) generated during the AM peak hour and 104 trips (52 entering/52 exiting) generated during the PM peak hour. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are those trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. It is expected that there will be IC trips between the hotel and retail space. Pass-by trips are those trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations, and were therefore calculated for the retail portion of this site. Main Street Hotel TIS 9 It is expected that there will be trips made by alternate modes (walking, biking, transit) and a rate of 15% was used to calculate a reduction for alternate mode trips. This rate was calculated based on listed walking, biking, and transit percentages in the Bozeman Transportation Master Plan (TMP). With reductions made for IC, pass-by, and alternate mode trips, the Main Street Hotel is projected to generate a total of 996 new external weekday trips with 50 trips (30 entering/20 exiting) during the AM peak hour and 76 trips (38 entering/38 exiting) during the PM peak hour. TRIP DISTRIBUTION 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, Sanderson Stewart calculated distribution percentages based on existing traffic volumes collected from this study. Figure 5 on page 11 presents the trip distribution scheme for the Main Street Hotel. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, site-generated trips for the Main Street Hotel were assigned to the study area intersections for the purposes of projecting future traffic volumes for analysis. The results of the traffic assignment exercise for the Main Street Hotel are also illustrated in Figure 5. Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 113 Rooms 945 472 473 53 31 22 68 35 33 Internal Capture Trips**4 0 4 0 0 0 1 1 0 9.367 1000 SF GFA 354 177 177 9 6 3 36 17 19 Internal Capture Trips**4 4 0 0 0 0 1 0 1 Pass-By Trips** (Avg. Rate = 34%) 119 59 60 3 2 1 12 6 6 1299 649 650 62 37 25 104 52 52 8 4 4 0 0 0 2 1 1 119 59 60 3 2 1 12 6 6 176 88 88 9 5 4 14 7 7 996 498 498 50 30 20 76 38 38 (1) Hotel - Land Use Code 310*Units = Rooms Average Weekday Average Rate = 8.36 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.47 (59% entering, 41% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.60 (51% entering, 49% exiting) (2) Shopping Center - Land Use Code 820*Units = 1000 Sq. Ft. GFA Average Weekday Average Rate = 37.75 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.94 (62% entering, 38% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.81 (48% entering, 52% exiting) *Trip Generation, 10th Edition , Institute of Transportation Engineers, 2017 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 †Bozeman Transportation Master Plan, 2017 PM Peak Hour Land Use Independent Variable Average Weekday AM Peak Hour Total New External Trips Hotel1 Total Gross Trips Total Pass-By Trips Retail² Total Alternate Mode Trips (15%)† Total Internal Capture Trips Main Street Hotel TIS 10 TRAFFIC IMPACTS Traffic Volumes Based on information from the client, a buildout year of 2023 was utilized for the purposes of calculating future traffic projections for the Main Street Hotel. In addition to site-generated trips, background traffic volumes will also likely increase for study area streets and intersections due to general growth and surrounding area developments. To account for that growth, Sanderson Stewart analyzed historical MDT traffic data over the past 5 years. When reviewing the historic data, it was seen that the traffic volumes have fluctuated widely over the past 5 years with positive and negative growth rates depending on the year. An annual growth rate of 2% was selected based on historical traffic data and the 2017 Bozeman Transportation Master Plan to conservatively model ambient growth. Traffic projections for the Main Street Hotel were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. Figure 6 on page 12 illustrates the resulting AM and PM peak hour traffic volume projections. Intersection Capacity Sanderson Stewart performed intersection capacity calculations for the Main Street Hotel based on the AM and PM peak hour traffic volume projections presented in Figure 6. Peak hour factors (PHFs) for the design year were assumed to be 0.92 for all intersections, as that is the default value utilized by the HCM. The assumed values were utilized to not overestimate future congestion in the study area. Figure 6 also shows the Main Street Hotel LOS results at each intersection. All intersections and approaches are projected to remain at or above LOS C for the 2023 traffic scenario with the exception of the westbound lane at the West Mendenhall Street/North 7th Avenue intersection, which is projected to operate at LOS D during the PM peak hour. Queuing is projected to remain minimal at all study area intersections. All uncontrolled intersections were modeled with the same traffic control as existing. The Hotel Access intersection on North 5th Avenue was modeled with eastbound stop control. Detailed intersection capacity summary tables and capacity calculation worksheets for the Future (2023) traffic projection scenarios can be found in Appendix C. It was found that minor changes to the signal timing plan at the West Mendenhall Street/North 7th Avenue intersection could improve capacity to LOS C on the westbound leg during the PM peak hour. CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that construction of the Main Street Hotel will generate a minimal volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 996 total new external vehicle trips could be generated daily An evaluation of Existing Conditions (2021) intersection capacity showed that all intersections/intersection approaches currently operate at LOS C or better except for the westbound approach at the West Mendenhall Street/North 7th Avenue intersection during the PM peak hour. A crash history analysis showed that historical crash rates are over two times higher than predicted crash rates at the intersection of North 7th Avenue/West Mendenhall Street. This intersection also had a high number of right-angle crashes and 64% of crashes resulted in injuries. The West Main Street/North 5th Avenue intersection also had a significant number of crashes resulting in injuries, primarily from right-angle crashes. Main Street Hotel TIS 11 Figure 5: Trip Distribution & Traffic Assignment Summary Main Street Hotel TIS 12 Figure 6: Future (2023) Traffic Projections Main Street Hotel TIS 13 The Future (2023) intersection capacity analysis results for the Main Street Hotel projected similar results to the Existing Conditions (2021). It was found that minor changes to the signal timing plan at the West Mendenhall Street/North 7th Avenue intersection could improve capacity to LOS C. 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 all site access driveways at their intersections with West Mendenhall Street, North 7th Avenue, and West Main Street. A stop sign should also be installed on the driveway at the North 5th Avenue intersection if that access is not limited to entrance-only operations. · The proposed Hotel Access on North 5th Avenue will measure approximately 20 feet wide, which should be adequate to accommodate entering and exiting vehicles simultaneously. However, if issues are observed once the site is constructed, potential solutions could include flaring the approach on North 5th Avenue or restricting the approach to entrance-only operations. If the approach were restricted to be entrance-only, the remaining access locations on West Mendenhall Street, North 7th Avenue, and West Main Street can provide access in all directions for exiting vehicles without requiring excessive trip rerouting · Consideration should be given to observing operating speeds and incidences of red light running on West Main Street, North 7th Avenue, and West Mendenhall Street to determine if signalized intersections (North 7th Avenue/West Mendenhall Street and West Main Street/North 5th Avenue) have adequate yellow change intervals. If speeds are higher than the 25-mph posted speed, consideration should be given to extending the yellow time to an appropriate value at the intersections to help reduce right-angle crashes. · A crash analysis at the West Main Street/North 5th Avenue intersection revealed that protecting left-turn movements on West Main Street and providing a leading pedestrian signal phase could help to reduce crashes at the intersection. However, that intersection is part of a signal coordination plan all along Main Street and any changes to the plan would have to be coordinated with MDT. Additionally, the current intersection lane configuration would not allow for protected left turns. If these improvements are not feasible, consideration should be given to installation of signs warning drivers to yield to pedestrians at the intersection. · All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 7:45 AM 5 4 1 0 10 0 1 3 0 4 25 125 3 0 153 0 60 0 0 60 227 8:00 AM 1 3 4 0 8 1 5 0 0 6 22 140 3 0 165 0 78 2 0 80 259 8:15 AM 1 6 1 0 8 0 1 3 0 4 20 159 4 0 183 2 82 3 0 87 282 8:30 AM 1 2 1 0 4 1 1 2 0 4 12 110 2 0 124 0 85 2 0 87 219 Grand Total 8 15 7 0 30 2 8 8 0 18 79 534 12 0 625 2 305 7 0 314 987 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.4 0.0 0.0 0.5 0.0 0.7 0.0 0.0 0.6 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 2.1 0.0 0.0 1.9 0.0 3.6 0.0 0.0 3.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 2.4 0.0 0.0 2.4 0.0 4.3 0.0 0.0 4.1 Total % 0.8 1.5 0.7 0.0 3.0 0.2 0.8 0.8 0.0 1.8 8.0 54.1 1.2 0.0 63.3 0.2 30.9 0.7 0.0 31.8 100.0 PHF 0.94 0.94 0.94 1.00 1.00 1.00 0.85 0.85 0.85 0.91 0.91 0.91 0.87 RT TH LT U 8 15 7 0 2RT305TH7LT0UU0LT12TH534RT790 8 8 2 U LT TH RTIn321 In314Out543Total Entering 987Out 5th Avenue 18 InOut 101 5th Avenue 30 In Out 22 W Main StreetW Main Street625Bozeman, MT /MDTTuesday, August 31, 2021Date Performed: Count Time Period: Main Street Hotel 5th Avenue W Main Street W Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information 5th Avenue & W Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: 5th Avenue AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound 5th Avenue Northbound W Main Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 4:30 PM 1 6 0 0 7 1 3 3 0 7 8 137 6 0 151 6 133 2 0 141 306 4:45 PM 2 5 2 0 9 1 4 4 0 9 12 153 8 0 173 2 126 3 0 131 322 5:00 PM 10 6 3 0 19 0 5 9 0 14 16 133 3 0 152 0 159 4 0 163 348 5:15 PM 9 7 4 0 20 0 1 1 0 2 9 146 8 0 163 2 135 2 0 139 324 Grand Total 22 24 9 0 55 2 13 17 0 32 45 569 25 0 639 10 553 11 0 574 1300 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 0.0 0.0 0.2 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 4.4 1.4 0.0 0.0 1.6 0.0 2.5 9.1 0.0 2.6 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 1.4 0.0 0.0 1.7 0.0 2.5 9.1 0.0 2.6 Total % 1.7 1.8 0.7 0.0 4.2 0.2 1.0 1.3 0.0 2.5 3.5 43.8 1.9 0.0 49.2 0.8 42.5 0.8 0.0 44.2 100.0 PHF 0.72 0.72 0.72 0.57 0.57 0.57 1.00 1.00 1.00 0.88 0.88 0.88 0.94 RT TH LT U 22 24 9 0 10RT553TH11LT0UU0LT25TH569RT450 17 13 2 U LT TH RT 5th Avenue 574InW Main StreetTotal Entering 1300 80 32 Out In 5th Avenue In Out 55 48 W Main StreetOut592Vehicle Volumes and Adjustments 5th Avenue 5th Avenue W Main Street W Main Street Southbound Northbound Eastbound Westbound In639580OutNorth/South Street: 5th Avenue W Main Street Date Performed: Tuesday, August 31, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain 5th Avenue & W Main Street NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.83 0 0.83 0.83 0.83 0.83 0 7:45 AM 1 6 0 0 7 0 2 1 0 3 0 0 51 2 0 53 63 8:00 AM 2 10 0 0 12 0 7 2 0 9 0 0 73 2 0 75 96 8:15 AM 2 10 0 0 12 0 3 3 0 6 0 7 66 1 0 74 92 8:30 AM 2 3 0 0 5 0 2 1 0 3 0 0 42 2 0 44 52 Grand Total 7 29 0 0 36 0 14 7 0 21 0 0 0 0 0 7 232 7 0 246 303 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 1.3 0.0 0.0 1.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 4.8 0.0 0.0 0.4 0.0 0.0 0.4 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 4.8 0.0 0.0 1.7 0.0 0.0 1.6 Total % 2.3 9.6 0.0 0.0 11.9 0.0 4.6 2.3 0.0 6.9 0.0 0.0 0.0 0.0 0.0 2.3 76.6 2.3 0.0 81.2 100.0 PHF 0.75 0.75 0.75 0.58 0.58 0.58 1.00 1.00 1.00 0.82 0.82 0.82 0.80 RT TH U 7 29 0 7RT232TH7LT0U0 7 14 U LT TH246 In246Total Entering 303Out N 5th Avenue 21 InOut 36 N 5th Avenue 36 In Out 21 W Mendenhall StreetW Mendenhall StreetBozeman, MT /MDTWednesday, September 1, 2021Date Performed: Count Time Period: Main Street Hotel N 5th Avenue W Mendenhall Street W Mendenhall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Avenue & W Mendenhall StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound N 5th Avenue Northbound W Mendenhall Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.83 0 0.83 0.83 0.83 0.83 0 4:30 PM 4 3 0 0 7 0 7 7 0 14 0 2 90 2 0 94 115 4:45 PM 2 5 0 0 7 0 9 2 0 11 0 2 102 6 0 110 128 5:00 PM 3 10 0 0 13 0 11 4 0 15 0 4 159 6 0 169 197 5:15 PM 5 5 0 0 10 0 5 4 0 9 0 2 111 2 0 115 134 Grand Total 14 23 0 0 37 0 32 17 0 49 0 0 0 0 0 10 462 16 0 488 574 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 0.4 0.0 0.0 0.4 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 0.9 0.0 0.0 0.8 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 1.3 0.0 0.0 1.2 Total % 2.4 4.0 0.0 0.0 6.4 0.0 5.6 3.0 0.0 8.5 0.0 0.0 0.0 0.0 0.0 1.7 80.5 2.8 0.0 85.0 100.0 PHF 0.71 0.71 0.71 0.82 0.82 0.82 1.00 1.00 1.00 0.72 0.72 0.72 0.73 RT TH U 14 23 0 10RT462TH16LT0U0 17 32 U LT TH N 5th Avenue 488InW Mendenhall StreetTotal Entering 574 39 49 Out In N 5th Avenue In Out 37 42 W Mendenhall StreetOut493Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Mendenhall Street W Mendenhall Street Southbound Northbound Eastbound Westbound North/South Street: N 5th Avenue W Mendenhall Street Date Performed: Wednesday, September 1, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 5th Avenue & W Mendenhall Street NNNNN 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 1 2 1 0 4 0 3 0 0 3 5 19 1 0 25 0 1 2 0 3 35 8:00 AM 0 7 0 0 7 0 7 0 0 7 5 16 1 0 22 0 6 1 0 7 43 8:15 AM 0 8 1 1 10 1 6 0 0 7 3 24 0 0 27 0 3 0 0 3 47 8:30 AM 0 3 0 0 3 0 2 0 0 2 0 17 0 0 17 0 2 1 0 3 25 Grand Total 1 20 2 1 24 1 18 0 0 19 13 76 2 0 91 0 12 4 0 16 150 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 % 0.7 13.3 1.3 0.7 16.0 0.7 12.0 0.0 0.0 12.7 8.7 50.7 1.3 0.0 60.7 0.0 8.0 2.7 0.0 10.7 100.0 PHF 0.60 0.60 0.60 0.68 0.68 0.68 0.84 0.84 0.84 1.00 1.00 1.00 0.80 RT TH LT U 1 20 2 1 0RT12TH4LT0UU0LT2TH76RT130 0 18 1 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 5th Avenue AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound N 5th Avenue Northbound W Lamme Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 5th Avenue & W Lamme StreetCounted By:W Lamme StreetW Lamme Street91Bozeman, MT /MDTWednesday, September 1, 2021Date Performed: Count Time Period: Main Street Hotel N 5th Avenue W Lamme Street W Lamme Street Vehicle Volumes and Adjustments N 5th Avenue 24 In Out 21 N 5th Avenue 19 InOut 37In13 In16Out79Total Entering 150Out NNNNN 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 4:30 PM 0 5 0 0 5 4 4 1 0 9 3 4 0 0 7 0 3 1 0 4 25 4:45 PM 0 3 0 0 3 6 6 0 0 12 0 10 0 0 10 0 4 1 0 5 30 5:00 PM 0 8 0 0 8 1 13 3 0 17 2 8 4 0 14 0 10 6 0 16 55 5:15 PM 0 7 0 0 7 0 6 0 0 6 1 11 1 0 13 0 3 2 0 5 31 Grand Total 0 23 0 0 23 11 29 4 0 44 6 33 5 0 44 0 20 10 0 30 141 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 10.0 0.0 0.0 6.7 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 10.0 0.0 0.0 6.7 Total % 0.0 16.3 0.0 0.0 16.3 7.8 20.6 2.8 0.0 31.2 4.3 23.4 3.5 0.0 31.2 0.0 14.2 7.1 0.0 21.3 100.0 PHF 0.72 0.72 0.72 0.65 0.65 0.65 0.79 0.79 0.79 0.47 0.47 0.47 0.64 RT TH LT U 0 23 0 0 0RT20TH10LT0UU0LT5TH33RT60 4 29 11 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 5th Avenue & W Lamme Street North/South Street: N 5th Avenue W Lamme Street Date Performed: Wednesday, September 1, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street:W Lamme StreetOut24Vehicle Volumes and Adjustments N 5th Avenue N 5th Avenue W Lamme Street W Lamme Street Southbound Northbound Eastbound Westbound In4444OutN 5th Avenue In Out 23 34 N 5th Avenue 30InW Lamme StreetTotal Entering 141 39 44 Out In NNNNN 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 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 7:45 AM 3 113 0 0 116 0 57 0 0 57 0 25 26 7 0 58 231 8:00 AM 9 107 0 0 116 0 60 0 0 60 0 33 45 11 0 89 265 8:15 AM 5 120 0 0 125 0 72 0 0 72 0 29 35 9 0 73 270 8:30 AM 8 95 0 0 103 0 71 0 0 71 0 21 16 4 0 41 215 Grand Total 25 435 0 0 460 0 260 0 0 260 0 0 0 0 0 108 122 31 0 261 981 Medium Truck % 0.0 0.5 0.0 0.0 0.4 0.0 0.4 0.0 0.0 0.4 0.0 2.8 0.8 0.0 0.0 1.5 Heavy Truck % 0.0 2.1 0.0 0.0 2.0 0.0 3.8 0.0 0.0 3.8 0.0 3.7 1.6 0.0 0.0 2.3 Total Truck % 0.0 2.5 0.0 0.0 2.4 0.0 4.2 0.0 0.0 4.2 0.0 6.5 2.5 0.0 0.0 3.8 Total % 2.5 44.3 0.0 0.0 46.9 0.0 26.5 0.0 0.0 26.5 0.0 0.0 0.0 0.0 0.0 11.0 12.4 3.2 0.0 26.6 100.0 PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.90 0.90 0.90 0.91 RT TH U 25 435 0 108RT122TH31LT0U0 0 260 U LT TH Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound N 7th Avenue Northbound W Mendenhall Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Avenue & W Mendenhall StreetCounted By:W Mendenhall StreetW Mendenhall StreetBozeman, MT /MDTTuesday, August 31, 2021Date Performed: Count Time Period: Main Street Hotel N 7th Avenue W Mendenhall Street W Mendenhall Street Vehicle Volumes and Adjustments N 7th Avenue 460 In Out 368 N 7th Avenue 260 InOut 466147 In261Total Entering 981Out NNNNN 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 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 4:30 PM 5 112 0 0 117 0 120 3 0 123 0 48 45 14 0 107 347 4:45 PM 9 100 0 0 109 0 108 3 0 111 0 42 55 13 0 110 330 5:00 PM 3 92 0 0 95 0 121 3 0 124 0 65 64 21 0 150 369 5:15 PM 8 117 0 0 125 0 117 1 0 118 0 48 69 19 0 136 379 Grand Total 25 421 0 0 446 0 466 10 0 476 0 0 0 0 0 203 233 67 0 503 1425 Medium Truck % 0.0 0.5 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.4 0.0 0.0 0.6 Heavy Truck % 0.0 0.5 0.0 0.0 0.4 0.0 1.9 0.0 0.0 1.9 0.0 0.5 1.3 1.5 0.0 1.0 Total Truck % 0.0 1.0 0.0 0.0 0.9 0.0 1.9 0.0 0.0 1.9 0.0 1.5 1.7 1.5 0.0 1.6 Total % 1.8 29.5 0.0 0.0 31.3 0.0 32.7 0.7 0.0 33.4 0.0 0.0 0.0 0.0 0.0 14.2 16.4 4.7 0.0 35.3 100.0 PHF 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.94 RT TH U 25 421 0 203RT233TH67LT0U0 10 466 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 7th Avenue & W Mendenhall Street North/South Street: N 7th Avenue W Mendenhall Street Date Performed: Tuesday, August 31, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street:W Mendenhall StreetOut268Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue W Mendenhall Street W Mendenhall Street Southbound Northbound Eastbound Westbound N 7th Avenue In Out 446 669 N 7th Avenue 503InW Mendenhall StreetTotal Entering 1425 488 476 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.83 0 0.83 0.83 0.83 0.83 0 7:45 AM 0 0 0 0 0 0 0 0 52 0 0 52 52 8:00 AM 0 0 0 0 0 0 0 0 76 1 0 77 77 8:15 AM 0 0 0 2 0 2 0 0 69 2 0 71 73 8:30 AM 0 0 0 0 0 0 0 0 43 2 0 45 45 Grand Total 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 240 5 0 245 247 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.2 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.2 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 2.4 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 97.2 2.0 0.0 99.2 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 0.80 240TH5LT0U0 2 U LT242 In245Total Entering 247Out Alley Access 2 InOut 5W Mendenhall StreetW Mendenhall StreetBozeman, MT /MDTWednesday, September 1, 2021Date Performed: Count Time Period: Main Street Hotel Alley Access W Mendenhall Street W Mendenhall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information W Mendenhall Street & Alley AccessCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Alley Access AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound Alley Access Northbound W Mendenhall Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.83 0 0.83 0.83 0.83 0.83 0 4:30 PM 0 0 0 1 0 1 0 0 100 2 0 102 103 4:45 PM 0 0 0 4 0 4 0 0 100 4 0 104 108 5:00 PM 0 0 0 0 0 0 0 0 168 3 0 171 171 5:15 PM 0 0 0 3 0 3 0 0 118 6 0 124 127 Grand Total 0 0 0 0 0 0 0 8 0 8 0 0 0 0 0 0 486 15 0 501 509 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.8 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 95.5 2.9 0.0 98.4 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 0.73 0.73 0.74 486TH15LT0U0 8 U LT Alley Access 501InW Mendenhall StreetTotal Entering 509 15 8 Out InW Mendenhall StreetOut494Vehicle Volumes and Adjustments Alley Access Alley Access W Mendenhall Street W Mendenhall Street Southbound Northbound Eastbound Westbound North/South Street: Alley Access W Mendenhall Street Date Performed: Wednesday, September 1, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain W Mendenhall Street & Alley Access NNNNN 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 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 0 118 1 0 119 0 58 0 0 58 0 0 0 0 0 1 0 1 0 2 179 8:00 AM 0 118 0 0 118 0 53 0 0 53 0 0 0 0 0 2 0 0 0 2 173 8:15 AM 0 129 2 0 131 0 70 0 0 70 0 0 0 0 0 2 0 1 0 3 204 8:30 AM 1 104 0 0 105 0 69 0 0 69 0 0 0 0 0 0 0 1 0 1 175 Grand Total 1 469 3 0 473 0 250 0 0 250 0 0 0 0 0 5 0 3 0 8 731 Medium Truck % 0.0 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 2.1 0.0 0.0 2.1 0.0 3.6 0.0 0.0 3.6 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 12.5 Total Truck % 0.0 2.3 0.0 0.0 2.3 0.0 4.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 12.5 Total % 0.1 64.2 0.4 0.0 64.7 0.0 34.2 0.0 0.0 34.2 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.4 0.0 1.1 100.0 PHF 0.90 0.90 0.90 0.89 0.89 0.89 1.00 1.00 1.00 0.67 0.67 0.67 0.90 RT TH LT U 1 469 3 0 5RT0TH3LT0UU0LT0TH0RT00 0 250 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: N 7th Avenue AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound N 7th Avenue Northbound Alley Access Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information N 7th Avenue & Alley AccessCounted By:Alley AccessAlley Access0Bozeman, MT /MDTTuesday, August 31, 2021Date Performed: Count Time Period: Main Street Hotel N 7th Avenue Alley Access Alley Access Vehicle Volumes and Adjustments N 7th Avenue 473 In Out 255 N 7th Avenue 250 InOut 472In1 In8Out3Total Entering 731Out NNNNN 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 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 2 123 1 0 126 0 113 0 0 113 0 1 0 0 1 11 0 0 0 11 251 4:45 PM 3 110 2 0 115 0 114 0 0 114 0 0 0 0 0 4 0 1 0 5 234 5:00 PM 1 113 0 0 114 0 127 0 0 127 0 0 0 0 0 1 0 0 0 1 242 5:15 PM 0 139 1 0 140 2 110 0 0 112 1 0 0 0 1 4 0 0 0 4 257 Grand Total 6 485 4 0 495 2 464 0 0 466 1 1 0 0 2 20 0 1 0 21 984 Medium Truck % 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.6 0.0 0.0 0.6 0.0 2.2 0.0 0.0 2.1 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 0.0 0.0 1.0 0.0 2.2 0.0 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.6 49.3 0.4 0.0 50.3 0.2 47.2 0.0 0.0 47.4 0.1 0.1 0.0 0.0 0.2 2.0 0.0 0.1 0.0 2.1 100.0 PHF 0.88 0.88 0.88 1.00 1.00 1.00 0.50 0.50 0.50 1.00 1.00 1.00 0.96 RT TH LT U 6 485 4 0 20RT0TH1LT0UU0LT0TH1RT10 0 464 2 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain N 7th Avenue & Alley Access North/South Street: N 7th Avenue Alley Access Date Performed: Tuesday, August 31, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street:Alley AccessOut6Vehicle Volumes and Adjustments N 7th Avenue N 7th Avenue Alley Access Alley Access Southbound Northbound Eastbound Westbound In27OutN 7th Avenue In Out 495 484 N 7th Avenue 21InAlley AccessTotal Entering 984 487 466 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 7:45 AM 0 0 0 0 0 0 0 85 0 0 85 0 52 0 0 52 137 8:00 AM 0 0 0 0 0 0 0 117 0 0 117 0 65 0 0 65 182 8:15 AM 0 0 0 0 0 0 0 159 0 0 159 0 65 0 0 65 224 8:30 AM 0 0 0 0 0 0 0 162 1 0 163 0 80 0 0 80 243 Grand Total 0 0 0 0 0 0 0 0 0 0 0 523 1 0 524 0 262 0 0 262 786 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 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 2.1 0.0 3.4 0.0 0.0 3.4 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 2.1 0.0 3.4 0.0 0.0 3.4 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.5 0.1 0.0 66.7 0.0 33.3 0.0 0.0 33.3 100.0 PHF 1.00 1.00 1.00 0.80 0.80 0.80 0.82 0.82 0.82 0.81 RT LT U 0 0 0 0RT262TH0UU0LT1TH523Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: World Boards Access AM Peak Hour (7:45 - 8:45 AM) BOZ-07022.01Project Number: Southbound World Boards Access Northbound W Main Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information World Boards Access & W Main StreetCounted By:W Main StreetW Main Street524Bozeman, MT /MDTTuesday, August 31, 2021Date Performed: Count Time Period: Main Street Hotel World Boards Access W Main Street W Main Street Vehicle Volumes and Adjustments World Boards Access 0 In Out 1 In262In262Out523Total Entering 786Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0 4:30 PM 1 0 0 0 1 0 0 153 2 0 155 0 136 0 0 136 292 4:45 PM 1 0 1 0 2 0 0 170 1 0 171 1 130 0 0 131 304 5:00 PM 1 0 0 0 1 0 0 153 0 0 153 0 176 0 0 176 330 5:15 PM 0 0 0 0 0 0 0 165 1 0 166 0 144 0 0 144 310 Grand Total 3 0 1 0 4 0 0 0 0 0 0 641 4 0 645 1 586 0 0 587 1236 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 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.2 0.0 2.4 0.0 0.0 2.4 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.2 0.0 2.4 0.0 0.0 2.4 Total % 0.2 0.0 0.1 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 51.9 0.3 0.0 52.2 0.1 47.4 0.0 0.0 47.5 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.94 RT LT U 3 1 0 1RT586TH0UU0LT4TH641Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain World Boards Access & W Main Street North/South Street: World Boards Access W Main Street Date Performed: Tuesday, August 31, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: BOZ-07022.01 Main Street Hotel East/West Street:W Main StreetOut589Vehicle Volumes and Adjustments World Boards Access World Boards Access W Main Street W Main Street Southbound Northbound Eastbound Westbound In645642OutWorld Boards Access In Out 4 5 587InW Main StreetTotal Entering 1236 NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2021) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 11.9 B 6 11.6 B 6 WB 10.2 B 3 11.3 B 5 NB 13.6 B 1 13.8 B 1 SB 13.8 B 1 14.2 B 2 Intersection 11.5 B --11.6 B -- WB 0.2 A 0 0.3 A 0 NB 11.1 B 1 16.0 C 1 SB 11.2 B 1 14.3 B 1 Intersection 2.3 A --2.5 A -- EB 0.2 A 0 0.8 A 0 WB 1.9 A 0 2.5 A 0 NB 9.9 A 1 10.0 B 1 SB 10.0 B 1 10.3 B 1 Intersection 3.2 A --5.6 A -- WB 27.6 C 3 35.7 D 6 NB 6.0 A 2 6.9 A 4 SB 6.8 A 3 6.7 A 3 Intersection 12.1 B --17.0 B -- WB 0.1 A 0 0.3 A 0 NB 9.5 A 0 11.2 B 1 Intersection 0.2 A --0.5 A -- EB 0.0 A 0 9.9 A 0 WB 11.1 B 0 10.3 B 1 NB 0.0 A 0 0.0 A 0 SB 0.0 A 0 0.1 A 0 Intersection 0.1 A --0.3 A -- EB 0.0 A 0 0.1 A 0 WB 0.0 A 0 0.0 A 0 SB 0.0 A 0 12.9 B 0 Intersection 0.0 A --0.1 A -- SignalizedIntersection Control Intersection Control Intersection Approach Existing (2021) AM Peak PM Peak Two-Way Stop-Control (NB/SB) W Main Street & N 5th Avenue Intersection Control Uncontrolled N 7th Avenue & Alley Access W Main Street & World Boards Access W Mendenhall Street & N 5th Avenue Intersection Control Signalized W Mendenhall Street & N 7th Avenue Intersection Control Two-Way Stop-Control (NB/SB) N 5th Avenue & W Lamme Street Intersection Control Uncontrolled Intersection Control Uncontrolled W Mendenhall Street & Alley Access HCM 6th TWSC 3: 5th Ave & W Mendenhall St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 7 232 7 7 14 0 0 29 7 Future Vol, veh/h 0 0 0 7 232 7 7 14 0 0 29 7 Conflicting Peds, #/hr 6 0 2 2 0 6 1 0 4 4 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 2 2 2 0 2 0 14 0 0 0 0 0 Mvmt Flow 0 0 0 9 290 9 9 18 0 0 36 9 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 184 325 - - 321 157 Stage 1 - - - 2 2 - - 319 - Stage 2 - - - 182 323 - - 2 - Critical Hdwy 4.1 - - 7.78 6.5 - - 6.5 6.9 Critical Hdwy Stg 1 - - - - - - - 5.5 - Critical Hdwy Stg 2 - - - 6.78 5.5 - - - - Follow-up Hdwy 2.2 - - 3.64 4 - - 4 3.3 Pot Cap-1 Maneuver 1634 - - 728 596 0 0 599 867 Stage 1 - - - - - 0 0 657 - Stage 2 - - - 769 654 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1631 - - 682 587 - - 590 862 Mov Cap-2 Maneuver - - - 682 587 - - 590 - Stage 1 - - - - - - - 648 - Stage 2 - - - 714 645 - - - - Approach WB NB SB HCM Control Delay, s 0.2 11.1 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 616 1631 - - 629 HCM Lane V/C Ratio 0.043 0.005 - - 0.072 HCM Control Delay (s) 11.1 7.2 0 - 11.2 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.2 Queues 6: N 7th Ave & W Mendenhall St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 2 Lane Group WBT NBT SBT Lane Group Flow (vph) 287 286 505 v/c Ratio 0.37 0.14 0.24 Control Delay 17.0 6.1 6.5 Queue Delay 0.0 0.0 0.0 Total Delay 17.0 6.1 6.5 Queue Length 50th (ft) 37 27 50 Queue Length 95th (ft) 72 42 72 Internal Link Dist (ft) 237 90 483 Turn Bay Length (ft) Base Capacity (vph) 854 2053 2081 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.34 0.14 0.24 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 7th Ave & W Mendenhall St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 31 122 108 0 260 0 0 435 25 Future Volume (veh/h) 0 0 0 31 122 108 0 260 0 0 435 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 1723 1668 1750 1695 0 0 1723 1750 Adj Flow Rate, veh/h 34 134 119 0 286 0 0 478 27 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 6 0 4 0 0 2 0 Cap, veh/h 85 337 305 0 2062 0 0 2015 114 Arrive On Green 0.23 0.23 0.23 0.00 0.64 0.00 0.00 0.64 0.64 Sat Flow, veh/h 371 1464 1323 0 3391 0 0 3233 177 Grp Volume(v), veh/h 156 0 131 0 286 0 0 248 257 Grp Sat Flow(s),veh/h/ln 1704 0 1454 0 1611 0 0 1637 1688 Q Serve(g_s), s 6.4 0.0 6.3 0.0 2.9 0.0 0.0 5.3 5.3 Cycle Q Clear(g_c), s 6.4 0.0 6.3 0.0 2.9 0.0 0.0 5.3 5.3 Prop In Lane 0.22 0.91 0.00 0.00 0.00 0.11 Lane Grp Cap(c), veh/h 393 0 335 0 2062 0 0 1048 1080 V/C Ratio(X)0.40 0.00 0.39 0.00 0.14 0.00 0.00 0.24 0.24 Avail Cap(c_a), veh/h 441 0 377 0 2062 0 0 1048 1080 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 26.9 0.0 5.9 0.0 0.0 6.3 6.3 Incr Delay (d2), s/veh 0.7 0.0 0.7 0.0 0.1 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.2 0.0 0.9 0.0 0.0 1.7 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.6 0.0 27.6 0.0 6.0 0.0 0.0 6.8 6.8 LnGrp LOS C A C A A A A A A Approach Vol, veh/h 287 286 505 Approach Delay, s/veh 27.6 6.0 6.8 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 58.0 58.0 24.6 Change Period (Y+Rc), s 5.1 5.1 5.6 Max Green Setting (Gmax), s 52.9 52.9 21.4 Max Q Clear Time (g_c+I1), s 4.9 7.3 8.4 Green Ext Time (p_c), s 2.1 3.4 1.3 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Queues 9: 5th Ave & W Main St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 4 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 719 361 20 34 v/c Ratio 0.50 0.26 0.04 0.06 Control Delay 12.6 10.7 13.0 11.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.6 10.7 13.0 11.5 Queue Length 50th (ft) 90 41 5 6 Queue Length 95th (ft) 126 63 16 22 Internal Link Dist (ft) 205 439 220 290 Turn Bay Length (ft) Base Capacity (vph) 2430 2417 557 570 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 0.30 0.15 0.04 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 9: 5th Ave & W Main St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 534 79 7 305 2 8 8 2 7 15 8 Future Volume (veh/h) 12 534 79 7 305 2 8 8 2 7 15 8 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 1723 1723 1750 1695 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 14 614 91 8 351 2 9 9 2 8 17 9 Peak Hour 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 Percent Heavy Veh, % 0 2 2 0 4 0 0 0 0 0 0 0 Cap, veh/h 68 1302 190 68 1494 8 300 277 55 164 320 149 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 21 2765 404 19 3173 18 620 788 156 269 909 424 Grp Volume(v), veh/h 385 0 334 189 0 172 20 0 0 34 0 0 Grp Sat Flow(s),veh/h/ln 1708 0 1481 1670 0 1539 1564 0 0 1602 0 0 Q Serve(g_s), s 0.0 0.0 9.8 0.0 0.0 4.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.7 0.0 9.8 4.2 0.0 4.3 0.5 0.0 0.0 0.9 0.0 0.0 Prop In Lane 0.04 0.27 0.04 0.01 0.45 0.10 0.24 0.26 Lane Grp Cap(c), veh/h 863 0 698 845 0 725 632 0 0 633 0 0 V/C Ratio(X) 0.45 0.00 0.48 0.22 0.00 0.24 0.03 0.00 0.00 0.05 0.00 0.00 Avail Cap(c_a), veh/h 1425 0 1193 1382 0 1240 632 0 0 633 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.5 0.0 11.5 10.0 0.0 10.0 13.5 0.0 0.0 13.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.5 0.1 0.0 0.2 0.1 0.0 0.0 0.2 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 3.3 0.0 2.9 1.4 0.0 1.3 0.2 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.8 0.0 12.0 10.2 0.0 10.2 13.6 0.0 0.0 13.8 0.0 0.0 LnGrp LOS B A B B A B B A A B A A Approach Vol, veh/h 719 361 20 34 Approach Delay, s/veh 11.9 10.2 13.6 13.8 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 35.7 28.0 35.7 28.0 Change Period (Y+Rc), s * 5.7 5.6 * 5.7 5.6 Max Green Setting (Gmax), s * 51 22.4 * 51 22.4 Max Q Clear Time (g_c+I1), s 11.8 2.9 6.3 2.5 Green Ext Time (p_c), s 5.3 0.1 2.4 0.0 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: 5th Ave & W Lamme St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 6 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 76 13 4 12 0 0 18 1 3 20 1 Future Vol, veh/h 2 76 13 4 12 0 0 18 1 3 20 1 Conflicting Peds, #/hr 6 0 0 0 0 6 2 0 3 3 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 3 95 16 5 15 0 0 23 1 4 25 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 21 0 0 111 0 0 149 140 106 155 148 23 Stage 1 - - - - - - 109 109 - 31 31 - Stage 2 - - - - - - 40 31 - 124 117 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1608 - - 1492 - - 824 755 954 816 747 1060 Stage 1 - - - - - - 901 809 - 991 873 - Stage 2 - - - - - - 980 873 - 885 803 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1599 - - 1492 - - 797 747 951 787 739 1052 Mov Cap-2 Maneuver - - - - - - 797 747 - 787 739 - Stage 1 - - - - - - 899 807 - 983 865 - Stage 2 - - - - - - 946 865 - 855 801 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.9 9.9 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 756 1599 - - 1492 - - 754 HCM Lane V/C Ratio 0.031 0.002 - - 0.003 - - 0.04 HCM Control Delay (s) 9.9 7.3 0 - 7.4 0 - 10 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 HCM 6th TWSC 15: N 7th Ave & Alley Access 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 7 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 0 5 0 250 0 3 469 1 Future Vol, veh/h 0 0 0 3 0 5 0 250 0 3 469 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 9 9 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 0 - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 20 0 4 0 0 2 0 Mvmt Flow 0 0 0 3 0 6 0 278 0 3 521 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 263 554 - 148 - 0 0 287 0 0 Stage 1 - - - 287 - - - - - - - - Stage 2 - - - 267 - - - - - - - - Critical Hdwy - - 6.9 7.5 - 7.3 - - - 4.1 - - Critical Hdwy Stg 1 - - - 6.5 - - - - - - - - Critical Hdwy Stg 2 - - - 6.5 - - - - - - - - Follow-up Hdwy - - 3.3 3.5 - 3.5 - - - 2.2 - - Pot Cap-1 Maneuver 0 0 742 419 0 818 0 - - 1287 - - Stage 1 0 0 - 702 0 - 0 - - - - - Stage 2 0 0 - 721 0 - 0 - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 741 414 - 811 - - - 1276 - - Mov Cap-2 Maneuver - - - 414 - - - - - - - - Stage 1 - - - 702 - - - - - - - - Stage 2 - - - 719 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 11.1 0 0 HCM LOS A B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) - - - 414 811 1276 - - HCM Lane V/C Ratio - - - 0.008 0.007 0.003 - - HCM Control Delay (s) - - 0 13.8 9.5 7.8 0 - HCM Lane LOS - - A B A A A - HCM 95th %tile Q(veh) - - - 0 0 0 - - HCM 6th TWSC 18: Alley Access & W Mendenhall St 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 8 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 5 240 2 0 Future Vol, veh/h 0 0 5 240 2 0 Conflicting Peds, #/hr 0 2 2 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 2 2 0 2 0 0 Mvmt Flow 0 0 6 300 3 0 Major/Minor Major2 Minor1 Conflicting Flow All 2 0 165 - Stage 1 - - 2 - Stage 2 - - 163 - Critical Hdwy 4.1 - 6.8 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.8 - Follow-up Hdwy 2.2 - 3.5 - Pot Cap-1 Maneuver 1634 - 815 0 Stage 1 - - - 0 Stage 2 - - 855 0 Platoon blocked, % - Mov Cap-1 Maneuver 1631 - 810 - Mov Cap-2 Maneuver - - 810 - Stage 1 - - - - Stage 2 - - 852 - Approach WB NB HCM Control Delay, s 0.1 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 810 1631 - HCM Lane V/C Ratio 0.003 0.004 - HCM Control Delay (s) 9.5 7.2 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 - HCM 6th TWSC 19: W Main St & Alley Access 09/08/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 523 262 0 0 0 Future Vol, veh/h 1 523 262 0 0 0 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 0 2 3 0 0 0 Mvmt Flow 1 646 323 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 325 0 - 0 650 164 Stage 1 - - - - 325 - Stage 2 - - - - 325 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1246 - - - 406 858 Stage 1 - - - - 711 - Stage 2 - - - - 711 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1244 - - - 404 856 Mov Cap-2 Maneuver - - - - 404 - Stage 1 - - - - 709 - Stage 2 - - - - 710 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1244 - - - - HCM Lane V/C Ratio 0.001 - - - - HCM Control Delay (s) 7.9 0 - - 0 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 3: 5th Ave & W Mendenhall St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 16 462 10 17 32 0 0 23 14 Future Vol, veh/h 0 0 0 16 462 10 17 32 0 0 23 14 Conflicting Peds, #/hr 3 0 2 2 0 3 6 0 9 9 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 22 633 14 23 44 0 0 32 19 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 385 696 - - 689 333 Stage 1 - - - 2 2 - - 687 - Stage 2 - - - 383 694 - - 2 - Critical Hdwy 4.1 - - 7.5 6.5 - - 6.5 6.9 Critical Hdwy Stg 1 - - - - - - - 5.5 - Critical Hdwy Stg 2 - - - 6.5 5.5 - - - - Follow-up Hdwy 2.2 - - 3.5 4 - - 4 3.3 Pot Cap-1 Maneuver 1634 - - 553 368 0 0 371 669 Stage 1 - - - - - 0 0 450 - Stage 2 - - - 617 447 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1631 - - 492 358 - - 361 667 Mov Cap-2 Maneuver - - - 492 358 - - 361 - Stage 1 - - - - - - - 439 - Stage 2 - - - 545 436 - - - - Approach WB NB SB HCM Control Delay, s 0.3 16 14.3 HCM LOS C B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 395 1631 - - 437 HCM Lane V/C Ratio 0.17 0.013 - - 0.116 HCM Control Delay (s) 16 7.2 0.1 - 14.3 HCM Lane LOS C A A - B HCM 95th %tile Q(veh) 0.6 0 - - 0.4 Queues 6: N 7th Ave & W Mendenhall St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 2 Lane Group WBT NBT SBT Lane Group Flow (vph) 535 507 475 v/c Ratio 0.63 0.26 0.23 Control Delay 22.1 7.1 6.6 Queue Delay 0.0 0.0 0.0 Total Delay 22.1 7.1 6.6 Queue Length 50th (ft) 84 52 46 Queue Length 95th (ft) 137 82 73 Internal Link Dist (ft) 237 90 483 Turn Bay Length (ft) Base Capacity (vph) 911 1960 2080 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.59 0.26 0.23 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 7th Ave & W Mendenhall St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 67 233 203 10 466 0 0 421 25 Future Volume (veh/h) 0 0 0 67 233 203 10 466 0 0 421 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1750 1723 0 0 1736 1750 Adj Flow Rate, veh/h 71 248 216 11 496 0 0 448 27 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 0 0 1 0 Cap, veh/h 93 328 303 63 2023 0 0 2022 121 Arrive On Green 0.23 0.23 0.23 0.64 0.64 0.00 0.00 0.64 0.64 Sat Flow, veh/h 405 1424 1314 27 3239 0 0 3245 190 Grp Volume(v), veh/h 298 0 237 271 236 0 0 233 242 Grp Sat Flow(s),veh/h/ln 1702 0 1441 1699 1489 0 0 1650 1699 Q Serve(g_s), s 13.5 0.0 12.5 0.0 5.6 0.0 0.0 4.9 4.9 Cycle Q Clear(g_c), s 13.5 0.0 12.5 5.5 5.6 0.0 0.0 4.9 4.9 Prop In Lane 0.24 0.91 0.04 0.00 0.00 0.11 Lane Grp Cap(c), veh/h 392 0 332 1133 953 0 0 1056 1087 V/C Ratio(X)0.76 0.00 0.71 0.24 0.25 0.00 0.00 0.22 0.22 Avail Cap(c_a), veh/h 441 0 373 1133 953 0 0 1056 1087 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 29.7 0.0 29.3 6.4 6.4 0.0 0.0 6.2 6.2 Incr Delay (d2), s/veh 6.7 0.0 5.5 0.5 0.6 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 6.1 0.0 4.7 1.9 1.7 0.0 0.0 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.4 0.0 34.8 6.8 7.0 0.0 0.0 6.7 6.7 LnGrp LOS D A C A A A A A A Approach Vol, veh/h 535 507 475 Approach Delay, s/veh 35.7 6.9 6.7 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 58.0 58.0 24.6 Change Period (Y+Rc), s 5.1 5.1 5.6 Max Green Setting (Gmax), s 52.9 52.9 21.4 Max Q Clear Time (g_c+I1), s 7.6 6.9 15.5 Green Ext Time (p_c), s 3.4 3.2 1.7 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Queues 9: 5th Ave & W Main St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 4 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 680 611 34 59 v/c Ratio 0.49 0.43 0.06 0.10 Control Delay 12.7 12.2 13.6 10.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.7 12.2 13.6 10.3 Queue Length 50th (ft) 86 76 8 9 Queue Length 95th (ft) 128 114 24 31 Internal Link Dist (ft) 205 439 220 290 Turn Bay Length (ft) Base Capacity (vph) 2385 2453 536 570 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 0.29 0.25 0.06 0.10 Intersection Summary HCM 6th Signalized Intersection Summary 9: 5th Ave & W Main St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 569 45 11 553 10 17 13 2 9 24 22 Future Volume (veh/h) 25 569 45 11 553 10 17 13 2 9 24 22 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 1.00 0.96 0.99 0.98 0.99 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 1736 1654 1627 1723 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 27 605 48 12 588 11 18 14 2 10 26 23 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, % 0 1 7 9 2 0 0 0 0 0 0 0 Cap, veh/h 88 1374 107 68 1495 28 345 247 32 124 283 217 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 57 2917 227 20 3174 59 736 702 90 163 804 618 Grp Volume(v), veh/h 356 0 324 320 0 291 34 0 0 59 0 0 Grp Sat Flow(s),veh/h/ln 1673 0 1529 1699 0 1554 1527 0 0 1585 0 0 Q Serve(g_s), s 0.0 0.0 9.1 0.0 0.0 7.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 8.7 0.0 9.1 7.7 0.0 7.8 0.8 0.0 0.0 1.6 0.0 0.0 Prop In Lane 0.08 0.15 0.04 0.04 0.53 0.06 0.17 0.39 Lane Grp Cap(c), veh/h 849 0 720 859 0 732 624 0 0 623 0 0 V/C Ratio(X) 0.42 0.00 0.45 0.37 0.00 0.40 0.05 0.00 0.00 0.09 0.00 0.00 Avail Cap(c_a), veh/h 1384 0 1231 1409 0 1252 624 0 0 623 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.2 0.0 11.3 10.9 0.0 11.0 13.7 0.0 0.0 13.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.3 0.0 0.4 0.2 0.0 0.0 0.3 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 3.0 0.0 2.7 2.6 0.0 2.4 0.3 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.5 0.0 11.7 11.2 0.0 11.3 13.8 0.0 0.0 14.2 0.0 0.0 LnGrp LOS B A B B A B B A A B A A Approach Vol, veh/h 680 611 34 59 Approach Delay, s/veh 11.6 11.3 13.8 14.2 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 35.7 28.0 35.7 28.0 Change Period (Y+Rc), s * 5.7 5.6 * 5.7 5.6 Max Green Setting (Gmax), s * 51 22.4 * 51 22.4 Max Q Clear Time (g_c+I1), s 11.1 3.6 9.8 2.8 Green Ext Time (p_c), s 5.0 0.2 4.3 0.1 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: 5th Ave & W Lamme St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 6 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 33 6 10 20 0 4 29 11 0 23 0 Future Vol, veh/h 5 33 6 10 20 0 4 29 11 0 23 0 Conflicting Peds, #/hr 10 0 3 3 0 10 1 0 5 5 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 64 64 64 64 64 64 64 64 64 64 64 64 Heavy Vehicles, % 0 0 0 0 10 0 0 0 0 0 0 0 Mvmt Flow 8 52 9 16 31 0 6 45 17 0 36 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 41 0 0 64 0 0 158 149 65 182 153 42 Stage 1 - - - - - - 76 76 - 73 73 - Stage 2 - - - - - - 82 73 - 109 80 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1581 - - 1551 - - 813 746 1005 784 742 1034 Stage 1 - - - - - - 938 836 - 942 838 - Stage 2 - - - - - - 931 838 - 901 832 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1566 - - 1547 - - 770 724 997 714 720 1023 Mov Cap-2 Maneuver - - - - - - 770 724 - 714 720 - Stage 1 - - - - - - 930 829 - 929 820 - Stage 2 - - - - - - 880 820 - 829 825 - Approach EB WB NB SB HCM Control Delay, s 0.8 2.5 10 10.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 782 1566 - - 1547 - - 720 HCM Lane V/C Ratio 0.088 0.005 - - 0.01 - - 0.05 HCM Control Delay (s) 10 7.3 0 - 7.4 0 - 10.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.2 HCM 6th TWSC 15: N 7th Ave & Alley Access 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 7 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 2 1 0 20 0 464 2 4 485 6 Future Vol, veh/h 0 0 2 1 0 20 0 464 2 4 485 6 Conflicting Peds, #/hr 0 0 0 0 0 0 4 0 9 9 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 0 - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 1 0 Mvmt Flow 0 0 2 1 0 21 0 483 2 4 505 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 260 754 - 252 - 0 0 494 0 0 Stage 1 - - - 493 - - - - - - - - Stage 2 - - - 261 - - - - - - - - Critical Hdwy - - 6.9 7.5 - 6.9 - - - 4.1 - - Critical Hdwy Stg 1 - - - 6.5 - - - - - - - - Critical Hdwy Stg 2 - - - 6.5 - - - - - - - - Follow-up Hdwy - - 3.3 3.5 - 3.3 - - - 2.2 - - Pot Cap-1 Maneuver 0 0 745 302 0 754 0 - - 1080 - - Stage 1 0 0 - 532 0 - 0 - - - - - Stage 2 0 0 - 727 0 - 0 - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 742 297 - 748 - - - 1071 - - Mov Cap-2 Maneuver - - - 297 - - - - - - - - Stage 1 - - - 532 - - - - - - - - Stage 2 - - - 721 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.9 10.3 0 0.1 HCM LOS A B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) - - 742 297 748 1071 - - HCM Lane V/C Ratio - - 0.003 0.004 0.028 0.004 - - HCM Control Delay (s) - - 9.9 17.2 10 8.4 0 - HCM Lane LOS - - A C B A A - HCM 95th %tile Q(veh) - - 0 0 0.1 0 - - HCM 6th TWSC 18: Alley Access & W Mendenhall St 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 8 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 15 486 8 0 Future Vol, veh/h 0 0 15 486 8 0 Conflicting Peds, #/hr 0 3 3 0 2 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 0 0 1 0 0 Mvmt Flow 0 0 20 657 11 0 Major/Minor Major2 Minor1 Conflicting Flow All 3 0 374 - Stage 1 - - 3 - Stage 2 - - 371 - Critical Hdwy 4.1 - 6.8 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.8 - Follow-up Hdwy 2.2 - 3.5 - Pot Cap-1 Maneuver 1632 - 605 0 Stage 1 - - - 0 Stage 2 - - 674 0 Platoon blocked, % - Mov Cap-1 Maneuver 1627 - 592 - Mov Cap-2 Maneuver - - 592 - Stage 1 - - - - Stage 2 - - 661 - Approach WB NB HCM Control Delay, s 0.3 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 592 1627 - HCM Lane V/C Ratio 0.018 0.012 - HCM Control Delay (s) 11.2 7.2 0.1 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.1 0 - HCM 6th TWSC 19: W Main St & Alley Access 09/13/2021 Main Street Hotel 09/08/2021 Existing Conditions (2021)Synchro 10 Report Page 9 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 641 586 1 1 3 Future Vol, veh/h 4 641 586 1 1 3 Conflicting Peds, #/hr 15 0 0 15 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 94 94 94 94 94 94 Heavy Vehicles, % 0 1 2 0 0 0 Mvmt Flow 4 682 623 1 1 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 639 0 - 0 988 327 Stage 1 - - - - 639 - Stage 2 - - - - 349 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 955 - - - 248 675 Stage 1 - - - - 493 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver 941 - - - 239 665 Mov Cap-2 Maneuver - - - - 239 - Stage 1 - - - - 483 - Stage 2 - - - - 681 - Approach EB WB SB HCM Control Delay, s 0.1 0 12.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 941 - - - 460 HCM Lane V/C Ratio 0.005 - - - 0.009 HCM Control Delay (s) 8.8 0 - - 12.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 APPENDIX C CAPACITY CALCULATIONS – FUTURE CONDITIONS (2023) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 12.0 B 6 12.0 B 6 WB 10.2 B 3 11.5 B 5 NB 13.7 B 1 13.9 B 2 SB 14.0 B 2 14.7 B 2 Intersection 11.5 B --12.0 B -- WB 0.3 A 0 0.4 A 0 NB 10.9 B 1 14.1 B 1 SB 11.0 B 1 13.1 B 1 Intersection 2.5 A --2.6 A -- EB 0.1 A 0 0.8 A 0 WB 2.2 A 0 2.7 A 0 NB 9.8 A 1 9.7 A 1 SB 9.9 A 1 9.9 A 1 Intersection 3.2 A --5.5 A -- WB 27.8 C 3 39.8 D 7 NB 6.0 A 2 7.1 A 4 SB 6.9 A 3 6.9 A 4 Intersection 12.3 B --18.6 B -- WB 0.2 A 0 0.4 A 0 NB 9.4 A 0 10.8 B 1 Intersection 0.3 A --0.6 A -- EB 0.0 A 0 10.1 B 0 WB 10.8 B 0 10.5 B 1 NB 0.0 A 0 0.0 A 0 SB 0.0 A 0 0.1 A 0 Intersection 0.1 A --0.3 A -- EB 0.0 A 0 0.1 A 0 WB 0.0 A 0 0.0 A 0 SB 0.0 A 0 13.6 B 0 Intersection 0.0 A --0.1 A -- EB 8.8 A 1 9.0 A 1 NB 4.0 A 1 3.0 A 1 SB 0.0 A 0 0.0 A 0 Intersection 3.2 A --3.4 A -- Intersection Control One-Way Stop-Controlled (EB) N 5th Avenue & Hotel Access Intersection Approach Future (2023) AM Peak PM Peak W Main Street & N 5th Avenue Intersection Control Two-Way Stop-Control (NB/SB) Intersection Control Signalized W Mendenhall Street & Alley Access Intersection Control Two-Way Stop-Control (NB/SB) W Mendenhall Street & N 5th Avenue N 5th Avenue & W Lamme Street Intersection Control Signalized W Mendenhall Street & N 7th Avenue Intersection Control Uncontrolled W Main Street & World Boards Access Intersection Control Uncontrolled N 7th Avenue & Alley Access Intersection Control Uncontrolled HCM 6th TWSC 3: 5th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 9 242 7 10 17 0 0 33 7 Future Vol, veh/h 0 0 0 9 242 7 10 17 0 0 33 7 Conflicting Peds, #/hr 6 0 2 2 0 6 1 0 4 4 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 0 2 0 10 0 0 0 0 0 Mvmt Flow 0 0 0 10 263 8 11 18 0 0 36 8 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 173 299 - - 295 143 Stage 1 - - - 2 2 - - 293 - Stage 2 - - - 171 297 - - 2 - Critical Hdwy 4.1 - - 7.7 6.5 - - 6.5 6.9 Critical Hdwy Stg 1 - - - - - - - 5.5 - Critical Hdwy Stg 2 - - - 6.7 5.5 - - - - Follow-up Hdwy 2.2 - - 3.6 4 - - 4 3.3 Pot Cap-1 Maneuver 1634 - - 752 616 0 0 620 885 Stage 1 - - - - - 0 0 674 - Stage 2 - - - 791 671 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1631 - - 707 607 - - 611 880 Mov Cap-2 Maneuver - - - 707 607 - - 611 - Stage 1 - - - - - - - 665 - Stage 2 - - - 737 662 - - - - Approach WB NB SB HCM Control Delay, s 0.3 10.9 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 641 1631 - - 646 HCM Lane V/C Ratio 0.046 0.006 - - 0.067 HCM Control Delay (s) 10.9 7.2 0 - 11 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.2 Queues 6: N 7th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 2 Lane Group WBT NBT SBT Lane Group Flow (vph) 300 297 529 v/c Ratio 0.39 0.14 0.25 Control Delay 17.0 6.1 6.6 Queue Delay 0.0 0.0 0.0 Total Delay 17.0 6.1 6.6 Queue Length 50th (ft) 38 28 53 Queue Length 95th (ft) 74 43 75 Internal Link Dist (ft) 237 90 483 Turn Bay Length (ft) Base Capacity (vph) 859 2050 2078 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.35 0.14 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 7th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 32 129 115 0 273 0 0 461 26 Future Volume (veh/h) 0 0 0 32 129 115 0 273 0 0 461 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 1723 1668 1750 1695 0 0 1723 1750 Adj Flow Rate, veh/h 35 140 125 0 297 0 0 501 28 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 6 0 4 0 0 2 0 Cap, veh/h 84 337 307 0 2062 0 0 2016 112 Arrive On Green 0.23 0.23 0.23 0.00 0.64 0.00 0.00 0.64 0.64 Sat Flow, veh/h 365 1461 1331 0 3391 0 0 3235 176 Grp Volume(v), veh/h 164 0 136 0 297 0 0 260 269 Grp Sat Flow(s),veh/h/ln 1704 0 1452 0 1611 0 0 1637 1688 Q Serve(g_s), s 6.8 0.0 6.6 0.0 3.0 0.0 0.0 5.6 5.6 Cycle Q Clear(g_c), s 6.8 0.0 6.6 0.0 3.0 0.0 0.0 5.6 5.6 Prop In Lane 0.21 0.92 0.00 0.00 0.00 0.10 Lane Grp Cap(c), veh/h 393 0 335 0 2062 0 0 1048 1081 V/C Ratio(X)0.42 0.00 0.41 0.00 0.14 0.00 0.00 0.25 0.25 Avail Cap(c_a), veh/h 441 0 376 0 2062 0 0 1048 1081 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.1 0.0 27.0 0.0 5.9 0.0 0.0 6.4 6.4 Incr Delay (d2), s/veh 0.7 0.0 0.8 0.0 0.1 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 2.7 0.0 2.3 0.0 0.9 0.0 0.0 1.8 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.8 0.0 27.8 0.0 6.0 0.0 0.0 6.9 6.9 LnGrp LOS C A C A A A A A A Approach Vol, veh/h 300 297 529 Approach Delay, s/veh 27.8 6.0 6.9 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 58.0 58.0 24.6 Change Period (Y+Rc), s 5.1 5.1 5.6 Max Green Setting (Gmax), s 52.9 52.9 21.4 Max Q Clear Time (g_c+I1), s 5.0 7.6 8.8 Green Ext Time (p_c), s 2.1 3.6 1.4 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B Queues 9: 5th Ave & W Main St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 4 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 725 361 21 46 v/c Ratio 0.52 0.26 0.04 0.08 Control Delay 12.8 10.6 13.1 11.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 12.8 10.6 13.1 11.0 Queue Length 50th (ft) 92 41 5 8 Queue Length 95th (ft) 136 65 17 27 Internal Link Dist (ft) 205 439 220 117 Turn Bay Length (ft) Base Capacity (vph) 2379 2411 558 559 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 0.30 0.15 0.04 0.08 Intersection Summary HCM 6th Signalized Intersection Summary 9: 5th Ave & W Main St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 555 82 7 316 9 8 9 2 12 17 14 Future Volume (veh/h) 30 555 82 7 316 9 8 9 2 12 17 14 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 1723 1723 1750 1695 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 33 603 89 8 343 10 9 10 2 13 18 15 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 2 0 4 0 0 0 0 0 0 0 Cap, veh/h 95 1270 183 68 1455 42 287 294 53 192 252 180 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 72 2697 389 19 3089 89 585 835 149 340 716 511 Grp Volume(v), veh/h 385 0 340 189 0 172 21 0 0 46 0 0 Grp Sat Flow(s),veh/h/ln 1673 0 1484 1671 0 1526 1569 0 0 1567 0 0 Q Serve(g_s), s 0.0 0.0 10.0 0.0 0.0 4.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.7 0.0 10.0 4.2 0.0 4.3 0.5 0.0 0.0 1.2 0.0 0.0 Prop In Lane 0.09 0.26 0.04 0.06 0.43 0.10 0.28 0.33 Lane Grp Cap(c), veh/h 849 0 699 846 0 719 633 0 0 624 0 0 V/C Ratio(X) 0.45 0.00 0.49 0.22 0.00 0.24 0.03 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a), veh/h 1394 0 1195 1383 0 1229 633 0 0 624 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.5 0.0 11.6 10.0 0.0 10.0 13.6 0.0 0.0 13.8 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.5 0.1 0.0 0.2 0.1 0.0 0.0 0.2 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 3.3 0.0 3.0 1.4 0.0 1.3 0.2 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.9 0.0 12.1 10.2 0.0 10.2 13.7 0.0 0.0 14.0 0.0 0.0 LnGrp LOS B A B B A B B A A B A A Approach Vol, veh/h 725 361 21 46 Approach Delay, s/veh 12.0 10.2 13.7 14.0 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 35.7 28.0 35.7 28.0 Change Period (Y+Rc), s * 5.7 5.6 * 5.7 5.6 Max Green Setting (Gmax), s * 51 22.4 * 51 22.4 Max Q Clear Time (g_c+I1), s 12.0 3.2 6.3 2.5 Green Ext Time (p_c), s 5.4 0.1 2.4 0.0 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: 5th Ave & W Lamme St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 6 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 79 16 5 12 0 1 19 2 3 21 1 Future Vol, veh/h 2 79 16 5 12 0 1 19 2 3 21 1 Conflicting Peds, #/hr 6 0 0 0 0 6 2 0 3 3 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 2 86 17 5 13 0 1 21 2 3 23 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 19 0 0 103 0 0 136 128 98 142 136 21 Stage 1 - - - - - - 99 99 - 29 29 - Stage 2 - - - - - - 37 29 - 113 107 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1611 - - 1502 - - 840 766 963 832 759 1062 Stage 1 - - - - - - 912 817 - 993 875 - Stage 2 - - - - - - 984 875 - 897 811 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1602 - - 1502 - - 816 758 960 804 751 1054 Mov Cap-2 Maneuver - - - - - - 816 758 - 804 751 - Stage 1 - - - - - - 911 816 - 986 867 - Stage 2 - - - - - - 952 867 - 869 810 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.2 9.8 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 775 1602 - - 1502 - - 766 HCM Lane V/C Ratio 0.031 0.001 - - 0.004 - - 0.035 HCM Control Delay (s) 9.8 7.2 0 - 7.4 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 HCM 6th TWSC 15: N 7th Ave & Alley Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 7 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 0 7 0 260 0 3 496 1 Future Vol, veh/h 0 0 0 3 0 7 0 260 0 3 496 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 9 9 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 0 - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 14 0 4 0 0 2 0 Mvmt Flow 0 0 0 3 0 8 0 283 0 3 539 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 272 568 - 151 - 0 0 292 0 0 Stage 1 - - - 292 - - - - - - - - Stage 2 - - - 276 - - - - - - - - Critical Hdwy - - 6.9 7.5 - 7.18 - - - 4.1 - - Critical Hdwy Stg 1 - - - 6.5 - - - - - - - - Critical Hdwy Stg 2 - - - 6.5 - - - - - - - - Follow-up Hdwy - - 3.3 3.5 - 3.44 - - - 2.2 - - Pot Cap-1 Maneuver 0 0 732 410 0 832 0 - - 1281 - - Stage 1 0 0 - 697 0 - 0 - - - - - Stage 2 0 0 - 712 0 - 0 - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 731 405 - 825 - - - 1270 - - Mov Cap-2 Maneuver - - - 405 - - - - - - - - Stage 1 - - - 697 - - - - - - - - Stage 2 - - - 710 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 0 10.8 0 0 HCM LOS A B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) - - - 405 825 1270 - - HCM Lane V/C Ratio - - - 0.008 0.009 0.003 - - HCM Control Delay (s) - - 0 14 9.4 7.8 0 - HCM Lane LOS - - A B A A A - HCM 95th %tile Q(veh) - - - 0 0 0 - - HCM 6th TWSC 18: Alley Access & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 8 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 6 253 4 0 Future Vol, veh/h 0 0 6 253 4 0 Conflicting Peds, #/hr 0 2 2 0 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 0 2 0 0 Mvmt Flow 0 0 7 275 4 0 Major/Minor Major2 Minor1 Conflicting Flow All 2 0 155 - Stage 1 - - 2 - Stage 2 - - 153 - Critical Hdwy 4.1 - 6.8 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.8 - Follow-up Hdwy 2.2 - 3.5 - Pot Cap-1 Maneuver 1634 - 827 0 Stage 1 - - - 0 Stage 2 - - 865 0 Platoon blocked, % - Mov Cap-1 Maneuver 1631 - 821 - Mov Cap-2 Maneuver - - 821 - Stage 1 - - - - Stage 2 - - 861 - Approach WB NB HCM Control Delay, s 0.2 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 821 1631 - HCM Lane V/C Ratio 0.005 0.004 - HCM Control Delay (s) 9.4 7.2 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 - HCM 6th TWSC 19: W Main St & Alley Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 561 278 0 0 0 Future Vol, veh/h 1 561 278 0 0 0 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 2 3 0 0 0 Mvmt Flow 1 610 302 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 304 0 - 0 611 153 Stage 1 - - - - 304 - Stage 2 - - - - 307 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1268 - - - 430 872 Stage 1 - - - - 728 - Stage 2 - - - - 725 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1266 - - - 428 870 Mov Cap-2 Maneuver - - - - 428 - Stage 1 - - - - 726 - Stage 2 - - - - 724 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1266 - - - - HCM Lane V/C Ratio 0.001 - - - - HCM Control Delay (s) 7.8 0 - - 0 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - - HCM 6th TWSC 20: 5th Ave & Hotel Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 12 26 22 37 5 Future Vol, veh/h 5 12 26 22 37 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, % 2 2 2 2 2 2 Mvmt Flow 5 13 28 24 40 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 123 43 45 0 - 0 Stage 1 43 - - - - - Stage 2 80 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 872 1027 1563 - - - Stage 1 979 - - - - - Stage 2 943 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 856 1027 1563 - - - Mov Cap-2 Maneuver 856 - - - - - Stage 1 961 - - - - - Stage 2 943 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1563 - 970 - - HCM Lane V/C Ratio 0.018 - 0.019 - - HCM Control Delay (s) 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - - HCM 6th TWSC 3: 5th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 1 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 19 483 10 23 37 0 0 28 15 Future Vol, veh/h 0 0 0 19 483 10 23 37 0 0 28 15 Conflicting Peds, #/hr 3 0 2 2 0 3 6 0 9 9 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 0 0 0 21 525 11 25 40 0 0 30 16 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 328 583 - - 578 277 Stage 1 - - - 2 2 - - 576 - Stage 2 - - - 326 581 - - 2 - Critical Hdwy 4.1 - - 7.5 6.5 - - 6.5 6.9 Critical Hdwy Stg 1 - - - - - - - 5.5 - Critical Hdwy Stg 2 - - - 6.5 5.5 - - - - Follow-up Hdwy 2.2 - - 3.5 4 - - 4 3.3 Pot Cap-1 Maneuver 1634 - - 607 427 0 0 430 726 Stage 1 - - - - - 0 0 505 - Stage 2 - - - 666 503 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1631 - - 552 417 - - 420 724 Mov Cap-2 Maneuver - - - 552 417 - - 420 - Stage 1 - - - - - - - 494 - Stage 2 - - - 600 492 - - - - Approach WB NB SB HCM Control Delay, s 0.4 14.1 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 460 1631 - - 492 HCM Lane V/C Ratio 0.142 0.013 - - 0.095 HCM Control Delay (s) 14.1 7.2 0.1 - 13.1 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.5 0 - - 0.3 Queues 6: N 7th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 2 Lane Group WBT NBT SBT Lane Group Flow (vph) 578 543 514 v/c Ratio 0.67 0.28 0.25 Control Delay 23.2 7.3 6.9 Queue Delay 0.0 0.0 0.0 Total Delay 23.2 7.3 6.9 Queue Length 50th (ft) 95 56 51 Queue Length 95th (ft) 151 88 80 Internal Link Dist (ft) 237 90 483 Turn Bay Length (ft) Base Capacity (vph) 914 1952 2074 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.28 0.25 Intersection Summary HCM 6th Signalized Intersection Summary 6: N 7th Ave & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 70 246 216 10 489 0 0 447 26 Future Volume (veh/h) 0 0 0 70 246 216 10 489 0 0 447 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1750 1723 0 0 1736 1750 Adj Flow Rate, veh/h 76 267 235 11 532 0 0 486 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 0 0 1 0 Cap, veh/h 92 326 306 61 2026 0 0 2028 117 Arrive On Green 0.23 0.23 0.23 0.64 0.64 0.00 0.00 0.64 0.64 Sat Flow, veh/h 400 1414 1326 24 3243 0 0 3254 182 Grp Volume(v), veh/h 323 0 255 290 253 0 0 253 261 Grp Sat Flow(s),veh/h/ln 1703 0 1438 1700 1489 0 0 1650 1700 Q Serve(g_s), s 14.9 0.0 13.7 0.0 6.1 0.0 0.0 5.4 5.4 Cycle Q Clear(g_c), s 14.9 0.0 13.7 6.0 6.1 0.0 0.0 5.4 5.4 Prop In Lane 0.24 0.92 0.04 0.00 0.00 0.11 Lane Grp Cap(c), veh/h 392 0 331 1133 953 0 0 1056 1088 V/C Ratio(X)0.82 0.00 0.77 0.26 0.27 0.00 0.00 0.24 0.24 Avail Cap(c_a), veh/h 441 0 372 1133 953 0 0 1056 1088 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 29.7 6.4 6.4 0.0 0.0 6.3 6.3 Incr Delay (d2), s/veh 10.9 0.0 8.4 0.5 0.7 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 7.1 0.0 5.4 2.0 1.8 0.0 0.0 1.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.1 0.0 38.2 7.0 7.1 0.0 0.0 6.9 6.8 LnGrp LOS D A D A A A A A A Approach Vol, veh/h 578 543 514 Approach Delay, s/veh 39.8 7.1 6.9 Approach LOS D A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 58.0 58.0 24.6 Change Period (Y+Rc), s 5.1 5.1 5.6 Max Green Setting (Gmax), s 52.9 52.9 21.4 Max Q Clear Time (g_c+I1), s 8.1 7.4 16.9 Green Ext Time (p_c), s 3.7 3.5 1.5 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Queues 9: 5th Ave & W Main St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 4 Lane Group EBT WBT NBT SBT Lane Group Flow (vph) 744 657 39 90 v/c Ratio 0.56 0.46 0.07 0.16 Control Delay 13.9 12.5 13.8 10.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 13.9 12.5 13.8 10.0 Queue Length 50th (ft) 100 84 9 13 Queue Length 95th (ft) 148 123 27 40 Internal Link Dist (ft) 205 439 220 112 Turn Bay Length (ft) Base Capacity (vph) 2250 2445 531 561 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 0.33 0.27 0.07 0.16 Intersection Summary HCM 6th Signalized Intersection Summary 9: 5th Ave & W Main St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 589 47 11 573 20 18 16 2 20 27 36 Future Volume (veh/h) 49 589 47 11 573 20 18 16 2 20 27 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 0.99 0.98 0.99 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 1736 1654 1627 1723 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 53 640 51 12 623 22 20 17 2 22 29 39 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 1 7 9 2 0 0 0 0 0 0 0 Cap, veh/h 126 1301 101 67 1467 51 335 261 28 167 212 236 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 132 2762 215 18 3115 109 708 741 78 274 602 670 Grp Volume(v), veh/h 380 0 364 345 0 312 39 0 0 90 0 0 Grp Sat Flow(s),veh/h/ln 1578 0 1531 1699 0 1543 1528 0 0 1546 0 0 Q Serve(g_s), s 0.0 0.0 10.5 0.0 0.0 8.6 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.5 0.0 10.5 8.4 0.0 8.6 1.0 0.0 0.0 2.4 0.0 0.0 Prop In Lane 0.14 0.14 0.03 0.07 0.51 0.05 0.24 0.43 Lane Grp Cap(c), veh/h 807 0 721 859 0 727 623 0 0 614 0 0 V/C Ratio(X) 0.47 0.00 0.50 0.40 0.00 0.43 0.06 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 1305 0 1233 1410 0 1242 623 0 0 614 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 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 11.4 0.0 11.7 11.1 0.0 11.2 13.7 0.0 0.0 14.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.5 0.3 0.0 0.4 0.2 0.0 0.0 0.5 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 3.2 0.0 3.2 2.9 0.0 2.6 0.4 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.8 0.0 12.2 11.4 0.0 11.6 13.9 0.0 0.0 14.7 0.0 0.0 LnGrp LOS B A B B A B B A A B A A Approach Vol, veh/h 744 657 39 90 Approach Delay, s/veh 12.0 11.5 13.9 14.7 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 35.7 28.0 35.7 28.0 Change Period (Y+Rc), s * 5.7 5.6 * 5.7 5.6 Max Green Setting (Gmax), s * 51 22.4 * 51 22.4 Max Q Clear Time (g_c+I1), s 12.5 4.4 10.6 3.0 Green Ext Time (p_c), s 5.7 0.4 4.7 0.1 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: 5th Ave & W Lamme St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 6 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 34 8 12 21 0 6 30 13 0 24 0 Future Vol, veh/h 5 34 8 12 21 0 6 30 13 0 24 0 Conflicting Peds, #/hr 10 0 3 3 0 10 1 0 5 5 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 10 0 0 0 0 0 0 0 Mvmt Flow 5 37 9 13 23 0 7 33 14 0 26 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 33 0 0 49 0 0 118 114 50 139 118 34 Stage 1 - - - - - - 55 55 - 59 59 - Stage 2 - - - - - - 63 59 - 80 59 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1592 - - 1571 - - 863 780 1024 836 776 1045 Stage 1 - - - - - - 962 853 - 958 850 - Stage 2 - - - - - - 953 850 - 934 850 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1577 - - 1567 - - 830 761 1016 779 757 1034 Mov Cap-2 Maneuver - - - - - - 830 761 - 779 757 - Stage 1 - - - - - - 956 848 - 947 835 - Stage 2 - - - - - - 915 835 - 879 845 - Approach EB WB NB SB HCM Control Delay, s 0.8 2.7 9.7 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 824 1577 - - 1567 - - 757 HCM Lane V/C Ratio 0.065 0.003 - - 0.008 - - 0.034 HCM Control Delay (s) 9.7 7.3 0 - 7.3 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.1 HCM 6th TWSC 15: N 7th Ave & Alley Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 7 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 2 1 0 25 0 483 2 4 514 6 Future Vol, veh/h 0 0 2 1 0 25 0 483 2 4 514 6 Conflicting Peds, #/hr 0 0 0 0 0 0 4 0 9 9 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 0 - 0 - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 1 0 Mvmt Flow 0 0 2 1 0 27 0 525 2 4 559 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 287 823 - 273 - 0 0 536 0 0 Stage 1 - - - 535 - - - - - - - - Stage 2 - - - 288 - - - - - - - - Critical Hdwy - - 6.9 7.5 - 6.9 - - - 4.1 - - Critical Hdwy Stg 1 - - - 6.5 - - - - - - - - Critical Hdwy Stg 2 - - - 6.5 - - - - - - - - Follow-up Hdwy - - 3.3 3.5 - 3.3 - - - 2.2 - - Pot Cap-1 Maneuver 0 0 716 269 0 731 0 - - 1042 - - Stage 1 0 0 - 502 0 - 0 - - - - - Stage 2 0 0 - 701 0 - 0 - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver - - 713 265 - 725 - - - 1033 - - Mov Cap-2 Maneuver - - - 265 - - - - - - - - Stage 1 - - - 502 - - - - - - - - Stage 2 - - - 695 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.1 10.5 0 0.1 HCM LOS B B Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) - - 713 265 725 1033 - - HCM Lane V/C Ratio - - 0.003 0.004 0.037 0.004 - - HCM Control Delay (s) - - 10.1 18.6 10.2 8.5 0 - HCM Lane LOS - - B C B A A - HCM 95th %tile Q(veh) - - 0 0 0.1 0 - - HCM 6th TWSC 18: Alley Access & W Mendenhall St 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 8 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 19 510 13 0 Future Vol, veh/h 0 0 19 510 13 0 Conflicting Peds, #/hr 0 3 3 0 2 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 1 0 0 Mvmt Flow 0 0 21 554 14 0 Major/Minor Major2 Minor1 Conflicting Flow All 3 0 324 - Stage 1 - - 3 - Stage 2 - - 321 - Critical Hdwy 4.1 - 6.8 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.8 - Follow-up Hdwy 2.2 - 3.5 - Pot Cap-1 Maneuver 1632 - 650 0 Stage 1 - - - 0 Stage 2 - - 714 0 Platoon blocked, % - Mov Cap-1 Maneuver 1627 - 636 - Mov Cap-2 Maneuver - - 636 - Stage 1 - - - - Stage 2 - - 700 - Approach WB NB HCM Control Delay, s 0.4 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 636 1627 - HCM Lane V/C Ratio 0.022 0.013 - HCM Control Delay (s) 10.8 7.2 0.1 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.1 0 - HCM 6th TWSC 19: W Main St & Alley Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 9 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 687 621 1 1 3 Future Vol, veh/h 4 687 621 1 1 3 Conflicting Peds, #/hr 15 0 0 15 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 1 2 0 0 0 Mvmt Flow 4 747 675 1 1 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 691 0 - 0 1073 353 Stage 1 - - - - 691 - Stage 2 - - - - 382 - Critical Hdwy 4.1 - - - 6.8 6.9 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 913 - - - 218 649 Stage 1 - - - - 464 - Stage 2 - - - - 665 - Platoon blocked, % - - - Mov Cap-1 Maneuver 900 - - - 210 640 Mov Cap-2 Maneuver - - - - 210 - Stage 1 - - - - 454 - Stage 2 - - - - 656 - Approach EB WB SB HCM Control Delay, s 0.1 0 13.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 900 - - - 423 HCM Lane V/C Ratio 0.005 - - - 0.01 HCM Control Delay (s) 9 0 - - 13.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 20: 5th Ave & Hotel Access 09/14/2021 Main Street Hotel 09/08/2021 Future (2023)Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 26 35 51 41 6 Future Vol, veh/h 9 26 35 51 41 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 28 38 55 45 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 180 49 52 0 - 0 Stage 1 49 - - - - - Stage 2 131 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 810 1020 1554 - - - Stage 1 973 - - - - - Stage 2 895 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 790 1020 1554 - - - Mov Cap-2 Maneuver 790 - - - - - Stage 1 949 - - - - - Stage 2 895 - - - - - Approach EB NB SB HCM Control Delay, s 9 3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1554 - 949 - - HCM Lane V/C Ratio 0.024 - 0.04 - - HCM Control Delay (s) 7.4 0 9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0.1 - 0.1 - -