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HomeMy WebLinkAbout008 Traffic Impact Study STOCKMAN BANK TRAFFIC IMPACT STUDY 21164 Mr. Sam Hould Stockman Bank PO Box 80850 Billings, MT 59108 July 2021 Stockman Bank TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 3 SITE LOCATION AND DESCRIPTION ........................................................................................................ 3 SITE DEVELOPMENT PLAN ....................................................................................................................... 3 EXISTING CONDITIONS .......................................................................................................................... 3 Streets .............................................................................................................................................. 3 Intersections ...................................................................................................................................... 3 Bicycle/Pedestrian Facilities ................................................................................................................ 7 Traffic Volumes.................................................................................................................................. 7 Intersection Capacity ......................................................................................................................... 7 Crash History .................................................................................................................................... 7 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 11 Traffic Volumes................................................................................................................................ 11 Intersection Capacity ....................................................................................................................... 14 Drive-Through Queueing Analysis .................................................................................................... 14 Conclusions .................................................................................................................................... 14 Recommendations ........................................................................................................................... 15 APPENDICES APPENDIX A – TRAFFIC VOLUME DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2021) APPENDIX C – CAPACITY CALCULATIONS – FUTURE CONDITIONS (2022) APPENDIX D – QUEUEING CALCULATIONS LIST OF TABLES Table 1: Crash History – Frequency and Severity Statistics ......................................................................... 9 Table 2: Crash History – Collision Type .................................................................................................. 10 Table 3: Trip Generation Summary ........................................................................................................ 11 Stockman Bank TIS ii LIST OF FIGURES Figure 1: Study Area ............................................................................................................................... 4 Figure 2: Site Layout and Queueing Figure .............................................................................................. 5 Figure 3: Street and Intersection Characteristics ....................................................................................... 6 Figure 4: Existing Conditions (2021) Peak Hour Traffic Volumes ................................................................ 8 Figure 5: Stockman Bank (2022) Traffic Projections ................................................................................ 12 Figure 6: Future Conditions (2022) Peak Hour Traffic Volumes ............................................................... 13 Stockman Bank TIS 3 INTRODUCTION This traffic impact study (TIS) summarizes the projected impacts associated with the proposed development of the Stockman Bank office and drive-through in Bozeman, Montana. The purpose of the study is to assess the traffic-related impacts that the project may have on the surrounding transportation system and to provide 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 Stockman Bank development is located in the Snowload parking lot west of North 8th Avenue north of the Snowload Building in Bozeman, Montana. The block containing the Snowload Building is bordered by West Main Street, West Mendenhall Street, North 8th Avenue, and North 9th Avenue. The legal description of the property is Section 12, Township 2 South, Range 5 East in Gallatin County, Montana. Figure 1 on the following page depicts the study area. SITE DEVELOPMENT PLAN The site development plan for Stockman Bank proposes construction of a 653 square-foot drive-up bank building that will provide service for four drive-up lanes. It is expected that construction will be completed by 2022. Additionally, six full-time Stockman Bank employees will occupy office space in the Snowload building. Access to Stockman Bank is proposed via the North Access to the parking lot on West Mendenhall Street or the East/West Alley that connects North 8th Avenue and North 9th Avenue. Drive-Up access is primarily expected to enter from the East side of the Alley and exit the site by taking a northbound left-turn onto West Mendenhall Street. Figure 2 (page 5) shows the current proposed site plan for the North 8th Avenue Stockman Bank site. EXISTING CONDITIONS Streets Figure 3 on page 6 shows the MDT street classifications and speed limits on the study area streets. Additional conditions of the existing streets within the Stockman Bank Development study area are described below. West Mendenhall Street is a westbound one-way, two-lane street on the north side of the site. North 8th and North 9th Avenues are north/south streets that are connected by the East/West Alley that runs through the site. West Main Street has a five-lane section with either a center two-way left-turn lane (TWLTL) or left-turn lanes at intersections. Intersections Figure 3 also shows the traffic control utilized at each study area intersection. The South 8th Avenue and West Main Street intersection has dedicated northbound left-turn and right-turn lanes and a dedicated westbound left-turn lane. There is a two- way left-turn lane on West Main Street at the intersection with North 9th Avenue. Note that there is currently no intersection control on the East/West Alley or at the northern site access. Stockman Bank TIS 4 Figure 1: Study Area Stockman Bank TIS 5 Figure 2: Site Layout and Queueing Figure Stockman Bank TIS 6 Figure 3: Street and Intersection Characteristics Stockman Bank TIS 7 Bicycle/Pedestrian Facilities West Mendenahll Street has bike sharrows in both westbound lanes on the north side of the site and there is sidewalk and boulevard along all streets directly adjacent to the site. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersections on Tuesday, May 25th, 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 to 8:45 AM and 4:45 to 5:45 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 page 8 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 Existing Conditions (2021) intersection capacity calculations were performed for the study area intersections using Highway Capacity Software (HCS7) and Synchro, Version 10 which are both 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. 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 North 8th Avenue, North 9th Avenue, and West Mendenhall Street are the major streets and the E/W Alley and site access operated as the stop-controlled minor leg. 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, 2015 through December 31, 2019 for all study area intersections. Note that no crashes were reported at the following intersections: West Mendenhall Street/Snowload AGP, West Mendenhall Street/North 8th Avenue, North 9th Avenue/East-West Alley, East-West Alley/Snowload UGP, and North 8th Avenue/East-West Alley. 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 pages 9 and 10 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 rate was observed to be 0.06 crashes/MVE at the intersection of South 8th Avenue/West Main Street, but the rate is very low. Crash rates for the other study area intersections ranged from 0.00 crashes/MVE to 0.02 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 Stockman Bank TIS 8 Figure 4: Existing Conditions (2021) Peak Hour Traffic Volumes Stockman Bank TIS 9 Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations and traffic control. The calculation results in a crashes-per-year prediction. Sanderson Stewart then back calculated a frequency rate on the basis of MVE for the sake of comparison with the actual historical crash rate at the intersection. The results of the calculations for this study showed that the predicted rates are higher than the historical rate at all study intersections. In general, the crash rates are very low relative to intersections with similar attributes that Sanderson Stewart has analyzed around the state over the years. 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 all intersections with a rate of 0.02 crashes/MVE at the intersections of North 9th Avenue/West Main Street and North 8th Avenue/West Main Street and 0.14 crashes/MVE at the intersection of South 8th Avenue/West Main Street. Rates are very low because of low crash rates and low severity crashes. The severity rates are also shown in Table 1. Sanderson Stewart also evaluated collision type for the purpose of identifying any significant trends in the crash data. Table 2 on page 10 presents the results of that analysis. No trends were noted at the intersections, however 2 out of 3 crashes reported at the South 8th Avenue/West Main Street intersection occurred in snowy conditions, and one of those involved an intoxicated driver. There were no notable collision type trends at other study area intersections due to low total crash numbers. 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. 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) W Mendenhall St & Snowload AGP 4145 0 0 0 0 0.00 0.00 0.00 0.07 0.05 W Mendenhall St & N 8th Ave 4385 0 0 0 0 0.00 0.00 0.00 0.12 0.07 N 9th Ave &E/W Alley 1163 0 0 0 0 0.00 0.00 0.00 0.05 0.12 E/W Alley &Snowload UGP 323 0 0 0 0 0.00 0.00 0.00 0.02 0.17 N 8th Ave &E/W Alley 452 0 0 0 0 0.00 0.00 0.00 0.03 0.18 N 9th Ave &W Main St 26373 1 1 0 0 0.20 0.02 0.02 1.09 0.11 S 8th Ave &W Main St 29281 3 1 2 0 0.60 0.06 0.14 2.32 0.22 N 8th Ave &W Main St 25653 1 1 0 0 0.20 0.02 0.02 0.53 0.06 1 Daily Entering Volume (DEV) estimated from 2021 peak hour counts and 2016 through 2019 MDT published ADTs 2 Crashes reported from January 1, 2015 to December 31, 2019 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3Crash Type 2015-2019 DEV1 Reported Crashes2 Table 1: Crash History – Frequency and Severity Statistics Stockman Bank TIS 10 Table 2: Crash History – Collision Type TRIP GENERATION An accurate estimate of site-generated traffic must be made to analyze the impacts of a new development. 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. For the purposes of this study, Land Use Code 912 –Drive-in Bank was utilized to project trip generation for Stockman Bank. Table 3 on the following page illustrates the results of the trip generation calculations for the site. At full buildout Stockman Bank is projected to generate a total of 499 gross average weekday trips with 35 trips (21 entering/14 exiting) generated during the AM peak hour and 109 trips (53 entering/56 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. Since this site contains only one land use, IC trips were assumed to be negligible for the purposes of this study. 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. A Pass-by rate of 29% was used for this site, generating a total of 145 total average weekday trips with 10 trips (6 entering/4 exiting) generated during the AM peak hour and 31 trips (15 entering/16 exiting) generated during the PM peak hour. Pass-by trips are then subtracted from the total gross trips to determine the total new external trips generated by the site, as shown below in Table 3. Right Angle LT, SD SS, OD Rear End Other Total W Mendenhall St & Snowload AGP 0 W Mendenhall St & N 8th Ave 0 N 9th Ave &E/W Alley 0 E/W Alley &Snowload UGP 0 N 8th Ave &E/W Alley 0 N 9th Ave &W Main St 1 1 S 8th Ave &W Main St 1 1 1 3 N 8th Ave &W Main St 1 1 Collision Type Stockman Bank TIS 11 Trips made by alternate modes (walking, biking, transit) are anticipated to be minimal because most of the trips will be vehicle trips for the drive-up bank lanes therefore alternative mode trips are conservatively considered as negligible for the analysis. It is possible that some proportion of trips from Stockman Bank walk in portion could be made by pedestrians, bicycle, or transit. 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 12 presents the trip distribution scheme for Stockman Bank. 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 Stockman Bank 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 Stockman Bank are also illustrated in Figure 5. TRAFFIC IMPACTS Traffic Volumes Based on information from the client, a buildout year of 2022 was utilized for the purposes of calculating future traffic projections for Stockman Bank. 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. In 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 Stockman Bank were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. Figure 6 on page 13 illustrates the resulting AM and PM peak hour traffic volume projections. Table 3: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 4 Drive-Up Lanes 499 249 250 35 21 14 109 53 56 Pass-By Trips** (Avg. Rate = 29%) 145 72 73 10 6 4 31 15 16 499 249 250 35 21 14 109 53 56 145 72 73 10 6 4 31 15 16 354 177 177 25 15 10 78 38 40 (1) Drive-in Bank - Land Use Code 912* Units = Drive-In Lanes Average Weekday Average Rate = 124.76 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 8.83 (61% entering, 39% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 27.15 (49% entering, 51% exiting) *Trip Generation, 10th Edition, Institute of Transportation Engineers, 2017 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 PM Peak Hour Land Use Independent Variable Average Weekday AM Peak Hour Total New External Trips Drive-in Bank1 Total Gross Trips Total Pass-By Trips Stockman Bank TIS 12 Figure 5: Stockman Bank (2022) Traffic Projections Stockman Bank TIS 13 Figure 6: Future Conditions (2022) Peak Hour Traffic Volumes Stockman Bank TIS 14 Intersection Capacity Sanderson Stewart performed intersection capacity calculations for Stockman Bank 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 Stockman Bank LOS results at each intersection. All intersections and approaches are projected to operate at or above LOS C for the 2022 traffic scenario with queuing projected to remain minimal at all study area intersections. All uncontrolled intersections were modeled with the same traffic control as existing. Detailed intersection capacity summary tables and capacity calculation worksheets for Stockman Bank traffic projection scenarios can be found in Appendix C. Drive-Through Queueing Analysis Figure 2 on page 5 shown previously in this report illustrates the drive-up bank window that will serve the proposed four drive-through lanes. The following analysis assumes 20-foot headways and that drivers will select the shortest line available so queues will naturally balance out between lanes. Each of the four drive-up lanes can store five vehicles (20 total) before impacting internal site operation. If needed, the eastern lane can store one additional vehicle and the western lane can store two additional vehicles with only minor operational impacts to the site as shown in Figure 2. Based on a service rate provided by Stockman Bank of 2.5 minutes per vehicle the queue calculation shows with 95% confidence that each lane will have a maximum predicted queue of four vehicles. These calculations were performed using the PM peak entering volume of 53, which represented the highest entering volume of the two peaks. This conservatively assumes that every PM trip will use the drive-up lane instead of the walk-in bank building. Detailed queue calculations shown in Appendix D. Based on these calculations and the proposed site layout, it is anticipated that the queues will not back up to a point where it would begin to impact traffic operations internally or external to the site. CONCLUSIONS AND RECOMMENDATIONS Conclusions The preceding analysis has shown that construction of Stockman Bank will generate a moderate volume of new traffic demand for area streets and intersections. Through the planned development, it is estimated that approximately 354 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. A crash history analysis showed that crash and severity rates are generally low for all study area intersections and no apparent trends exist. Upon Full Buildout intersection capacity analysis results for Stockman Bank (2022) scenarios projected that all intersections would continue to operate at LOS C. A queueing analysis was performed based on the proposed site layout and a max queue of four vehicles per lane was calculated. It is anticipated that the Stockman Bank Drive-Through lanes will not back up to a point where it would begin to impact traffic operations internally or external to the site. Stockman Bank TIS 15 Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: · The proposed drive-through site should be constructed as currently planned to allow for smooth internal site operation. · All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT standards (where applicable) and the Manual on Uniform Traffic Control Devices (MUTCD). APPENDIX A TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 1 0 0 0 1 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 1 0 0 0 1 0 1 1 0 2 0 0 0 0 0 3 8:15 AM 1 0 0 0 1 0 1 0 0 1 0 0 3 0 3 0 0 0 0 0 5 8:30 AM 0 0 1 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 Grand Total 2 0 1 0 3 1 3 0 0 4 0 2 5 0 7 0 0 0 0 0 14 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 25.0 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 33.3 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 14.3 0.0 7.1 0.0 21.4 7.1 21.4 0.0 0.0 28.6 0.0 14.3 35.7 0.0 50.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.75 0.75 0.75 1.00 1.00 1.00 0.58 0.58 0.58 1.00 1.00 1.00 0.70 RT TH LT U 2 0 1 0 0RT0TH0LT0UU0LT5TH2RT00 0 3 1 U LT TH RTIn2 In0Out4Total Entering 14Out North 8th Avenue 4 InOut 0 North 8th Avenue 3 In Out 8 East/West AlleyEast/West Alley7Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site North 8th Avenue East/West Alley East/West Alley Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 8th Avenue and East/West AlleyCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North 8th Avenue AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound North 8th Avenue Northbound East/West Alley 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 2 0 0 2 0 1 0 0 1 0 0 1 0 1 1 1 2 0 4 8 5:00 PM 0 1 0 0 1 0 5 0 0 5 0 1 0 0 1 1 0 0 0 1 8 5:15 PM 2 1 0 0 3 0 2 1 0 3 2 0 0 0 2 2 0 1 0 3 11 5:30 PM 0 2 0 0 2 0 1 0 0 1 1 2 0 0 3 1 0 1 0 2 8 Grand Total 2 6 0 0 8 0 9 1 0 10 3 3 1 0 7 5 1 4 0 10 35 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 % 5.7 17.1 0.0 0.0 22.9 0.0 25.7 2.9 0.0 28.6 8.6 8.6 2.9 0.0 20.0 14.3 2.9 11.4 0.0 28.6 100.0 PHF 0.67 0.67 0.67 0.83 0.83 0.83 0.88 0.88 0.88 0.83 0.83 0.83 0.80 RT TH LT U 2 6 0 0 5RT1TH4LT0UU0LT1TH3RT30 1 9 0 U LT TH RT North 8th Avenue 10InEast/West AlleyTotal Entering 35 13 10 Out In North 8th Avenue In Out 8 15 East/West AlleyOut4Vehicle Volumes and Adjustments North 8th Avenue North 8th Avenue East/West Alley East/West Alley Southbound Northbound Eastbound Westbound In73OutNorth/South Street: North 8th Avenue East/West Alley Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain North 8th Avenue and East/West Alley 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 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 7:45 AM 1 0 0 0 1 0 0 0 0 0 0 201 0 0 201 0 112 0 0 112 314 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 128 0 0 128 1 140 0 0 141 269 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 170 1 0 171 0 120 0 0 120 291 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 167 2 0 169 0 108 0 0 108 277 Grand Total 1 0 0 0 1 0 0 0 0 0 0 666 3 0 669 1 480 0 0 481 1151 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 3.4 0.0 3.1 0.0 0.0 3.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 33.3 0.0 0.4 0.0 1.0 0.0 0.0 1.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 33.3 0.0 3.9 0.0 4.2 0.0 0.0 4.2 Total % 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 57.9 0.3 0.0 58.1 0.1 41.7 0.0 0.0 41.8 100.0 PHF 0.25 0.25 0.25 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 0.92 RT TH LT U 1 0 0 0 1RT480TH0LT0UU0LT3TH666RT00 0 0 0 U LT TH RTIn481 In481Out666Total Entering 1151Out N/A 0 InOut 0 North 8th Avenue 1 In Out 4 East Main StreetEast Main Street669Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site North 8th Avenue East Main Street East Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 8th Avenue and East Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North 8th Avenue AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound N/A Northbound East 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 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:45 PM 4 0 0 0 4 0 0 0 0 0 0 175 0 0 175 0 208 0 0 208 387 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 200 0 0 200 4 224 0 0 228 429 5:15 PM 4 0 0 0 4 0 0 0 0 0 0 155 0 0 155 2 248 0 0 250 409 5:30 PM 1 0 1 0 2 0 0 0 0 0 0 173 0 0 173 0 228 0 0 228 403 Grand Total 9 0 2 0 11 0 0 0 0 0 0 703 0 0 703 6 908 0 0 914 1628 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.8 0.0 0.0 0.8 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 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 0.0 0.0 0.0 1.4 0.0 0.0 1.4 0.0 1.2 0.0 0.0 1.2 Total % 0.6 0.0 0.1 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 43.2 0.0 0.0 43.2 0.4 55.8 0.0 0.0 56.1 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 0.95 RT TH LT U 9 0 2 0 6RT908TH0LT0UU0LT0TH703RT00 0 0 0 U LT TH RT N/A 914InEast Main StreetTotal Entering 1628 0 0 Out In North 8th Avenue In Out 11 6 East Main StreetOut917Vehicle Volumes and Adjustments North 8th Avenue N/A East Main Street East Main Street Southbound Northbound Eastbound Westbound In703705OutNorth/South Street: North 8th Avenue East Main Street Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain North 8th Avenue and East 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 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 0 0 17 17 8:00 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 40 0 0 41 42 8:15 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 1 32 1 0 34 37 8:30 AM 3 0 0 0 3 0 2 0 0 2 0 0 0 0 0 0 18 1 0 19 24 Grand Total 3 0 0 0 3 0 5 1 0 6 0 0 0 0 0 2 107 2 0 111 120 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 16.7 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 1.8 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 20.0 0.0 0.0 16.7 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 1.8 Total % 2.5 0.0 0.0 0.0 2.5 0.0 4.2 0.8 0.0 5.0 0.0 0.0 0.0 0.0 0.0 1.7 89.2 1.7 0.0 92.5 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 0.71 RT TH LT U 3 0 0 0 2RT107TH2LT0UU0LT0TH0RT00 1 5 0 U LT TH RTIn111 In111Out0Total Entering 120Out North 8th Avenue 6 InOut 2 North 8th Avenue 3 In Out 7 West Mendenhall StreetWest Mendenhall Street0Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site North 8th Avenue West Mendenhall Street West Mendenhall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 8th Avenue and West Mendenhall StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North 8th Avenue AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound North 8th Avenue Northbound West 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 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 4:45 PM 3 1 0 0 4 0 3 0 0 3 0 0 0 0 0 1 54 1 0 56 63 5:00 PM 4 0 0 0 4 0 6 1 0 7 0 0 0 0 0 2 87 1 0 90 101 5:15 PM 5 1 0 0 6 0 1 1 0 2 0 0 0 0 0 2 106 2 0 110 118 5:30 PM 1 2 0 0 3 0 2 2 0 4 0 0 0 0 0 0 66 0 0 66 73 Grand Total 13 4 0 0 17 0 12 4 0 16 0 0 0 0 0 5 313 4 0 322 355 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 1.6 0.0 0.0 1.6 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 1.6 0.0 0.0 1.6 Total % 3.7 1.1 0.0 0.0 4.8 0.0 3.4 1.1 0.0 4.5 0.0 0.0 0.0 0.0 0.0 1.4 88.2 1.1 0.0 90.7 100.0 PHF 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 0.75 RT TH LT U 13 4 0 0 5RT313TH4LT0UU0LT0TH0RT00 4 12 0 U LT TH RT North 8th Avenue 322InWest Mendenhall StreetTotal Entering 355 8 16 Out In North 8th Avenue In Out 17 17 West Mendenhall StreetOut330Vehicle Volumes and Adjustments North 8th Avenue North 8th Avenue West Mendenhall Street West Mendenhall Street Southbound Northbound Eastbound Westbound In00OutNorth/South Street: North 8th Avenue West Mendenhall Street Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain North 8th Avenue and West 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 0 5 1 0 6 2 1 0 0 3 0 0 0 0 0 1 0 1 0 2 11 8:00 AM 0 6 1 0 7 1 4 0 0 5 0 0 0 0 0 0 0 0 0 0 12 8:15 AM 0 3 1 0 4 2 1 0 0 3 0 0 0 0 0 0 0 0 0 0 7 8:30 AM 0 5 0 0 5 2 5 0 0 7 0 0 0 0 0 0 0 1 0 1 13 Grand Total 0 19 3 0 22 7 11 0 0 18 0 0 0 0 0 1 0 2 0 3 43 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 44.2 7.0 0.0 51.2 16.3 25.6 0.0 0.0 41.9 0.0 0.0 0.0 0.0 0.0 2.3 0.0 4.7 0.0 7.0 100.0 PHF 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 0.75 0.75 0.75 0.83 RT TH LT U 0 19 3 0 1RT0TH2LT0UU0LT0TH0RT00 0 11 7 U LT TH RTIn0 In3Out10Total Entering 43Out North 9th Avenue 18 InOut 21 North 9th Avenue 22 In Out 12 N/AEast/West Alley0Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site North 9th Avenue East/West Alley East/West Alley Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 9th Avenue and East/West AlleyCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North 9th Avenue AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound North 9th Avenue Northbound N/A 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 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 7 0 0 7 0 6 0 0 6 0 0 0 0 0 1 0 3 0 4 17 5:00 PM 0 18 0 0 18 0 10 0 0 10 0 0 0 0 0 1 0 1 0 2 30 5:15 PM 0 12 1 0 13 0 6 0 0 6 0 0 0 0 0 0 0 4 0 4 23 5:30 PM 0 8 1 0 9 0 2 0 0 2 0 0 0 0 0 0 0 2 0 2 13 Grand Total 0 45 2 0 47 0 24 0 0 24 0 0 0 0 0 2 0 10 0 12 83 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 54.2 2.4 0.0 56.6 0.0 28.9 0.0 0.0 28.9 0.0 0.0 0.0 0.0 0.0 2.4 0.0 12.0 0.0 14.5 100.0 PHF 0.65 0.65 0.65 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 0.69 RT TH LT U 0 45 2 0 2RT0TH10LT0UU0LT0TH0RT00 0 24 0 U LT TH RT North 9th Avenue 12InEast/West AlleyTotal Entering 83 55 24 Out In North 9th Avenue In Out 47 26 N/AOut0Vehicle Volumes and Adjustments North 9th Avenue North 9th Avenue N/A East/West Alley Southbound Northbound Eastbound Westbound In02OutNorth/South Street: North 9th Avenue East/West Alley Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain North 9th Avenue and East/West Alley 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 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 7:45 AM 5 0 0 0 5 0 0 0 0 0 0 190 4 0 194 0 99 0 0 99 298 8:00 AM 5 0 0 0 5 0 0 0 0 0 0 152 3 0 155 1 136 0 0 137 297 8:15 AM 3 0 0 0 3 0 0 0 0 0 0 167 2 0 169 0 128 0 0 128 300 8:30 AM 3 0 1 1 5 0 0 0 0 0 0 167 4 0 171 0 112 0 0 112 288 Grand Total 16 0 1 1 18 0 0 0 0 0 0 676 13 0 689 1 475 0 0 476 1183 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 2.6 0.0 2.5 0.0 0.0 2.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.3 0.0 1.1 0.0 0.0 1.1 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 2.9 0.0 3.6 0.0 0.0 3.6 Total % 1.4 0.0 0.1 0.1 1.5 0.0 0.0 0.0 0.0 0.0 0.0 57.1 1.1 0.0 58.2 0.1 40.2 0.0 0.0 40.2 100.0 PHF 0.90 0.90 0.90 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00 0.99 RT TH LT U 16 0 1 1 1RT475TH0LT0UU0LT13TH676RT00 0 0 0 U LT TH RTIn491 In476Out677Total Entering 1183Out N/A 0 InOut 0 North 9th Avenue 18 In Out 15 West Main Street West Main Street 689Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site North 9th Avenue West Main Street West Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 9th Avenue and West Main Street Counted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: North 9th Avenue AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound N/A Northbound West 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 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:45 PM 5 0 4 0 9 0 0 0 0 0 0 175 2 0 177 4 202 0 0 206 392 5:00 PM 21 0 0 0 21 0 0 0 0 0 0 183 5 0 188 2 230 0 0 232 441 5:15 PM 11 0 2 0 13 0 0 0 0 0 0 163 2 0 165 3 257 0 1 261 439 5:30 PM 11 0 0 0 11 0 0 0 0 0 0 164 2 1 167 1 223 0 0 224 402 Grand Total 48 0 6 0 54 0 0 0 0 0 0 685 11 1 697 10 912 0 1 923 1674 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 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 0.7 0.0 0.0 0.7 0.0 0.3 0.0 0.0 0.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 1.7 0.0 0.8 0.0 0.0 0.8 Total % 2.9 0.0 0.4 0.0 3.2 0.0 0.0 0.0 0.0 0.0 0.0 40.9 0.7 0.1 41.6 0.6 54.5 0.0 0.1 55.1 100.0 PHF 0.64 0.64 0.64 1.00 1.00 1.00 0.92 0.92 0.92 0.99 0.99 0.99 0.95 RT TH LT U 48 0 6 0 10RT912TH0LT1UU1LT11TH685RT00 0 0 0 U LT TH RT N/A 923InWest Main Street Total Entering 1674 0 0 Out In North 9th Avenue In Out 54 21 West Main Street Out961Vehicle Volumes and Adjustments North 9th Avenue N/A West Main Street West Main Street Southbound Northbound Eastbound Westbound In697692OutNorth/South Street: North 9th Avenue West Main Street Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain North 9th Avenue and West 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 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21 0 0 21 21 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 35 2 0 37 37 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 3 0 35 35 8:30 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 18 0 0 18 19 Grand Total 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 106 5 0 111 112 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 1.9 0.0 0.0 1.8 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 1.9 0.0 0.0 1.8 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 94.6 4.5 0.0 99.1 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 0.76 RT TH LT U 0 0 0 0 0RT106TH5LT0UU0LT0TH0RT00 1 0 0 U LT TH RTIn107 In111Out0Total Entering 112Out Snowload Above Ground Parking 1 InOut 5 N/A 0 In Out 0 West Mendenhall StreetWest Mendenhall Street0Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site N/A West Mendenhall Street West Mendenhall Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Snowload AGP and West Mendenhall StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Snowload Above Ground Parking AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound Snowload Above Ground Parking Northbound West 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 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 4:45 PM 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0 56 2 0 58 61 5:00 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 97 0 0 97 98 5:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 108 0 0 108 109 5:30 PM 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 66 1 0 67 69 Grand Total 0 0 0 0 0 0 0 7 0 7 0 0 0 0 0 0 327 3 0 330 337 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 1.5 0.0 0.0 1.5 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 1.5 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0 97.0 0.9 0.0 97.9 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 0.77 RT TH LT U 0 0 0 0 0RT327TH3LT0UU0LT0TH0RT00 7 0 0 U LT TH RT Snowload Above Ground Parking 330InWest Mendenhall StreetTotal Entering 337 3 7 Out In N/A In Out 0 0 West Mendenhall StreetOut334Vehicle Volumes and Adjustments N/A Snowload Above Ground Parking West Mendenhall Street West Mendenhall Street Southbound Northbound Eastbound Westbound In00OutNorth/South Street: Snowload Above Ground Parking West Mendenhall Street Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Snowload AGP and West 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 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 0 2 0 0 2 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 3 8:15 AM 0 1 0 0 1 0 0 0 0 0 1 3 0 0 4 0 1 0 0 1 6 8:30 AM 1 0 0 0 1 0 0 0 0 0 1 1 1 0 3 0 0 0 0 0 4 Grand Total 1 1 0 0 2 0 0 0 0 0 2 8 3 0 13 0 3 0 0 3 18 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 % 5.6 5.6 0.0 0.0 11.1 0.0 0.0 0.0 0.0 0.0 11.1 44.4 16.7 0.0 72.2 0.0 16.7 0.0 0.0 16.7 100.0 PHF 0.50 0.50 0.50 1.00 1.00 1.00 0.81 0.81 0.81 0.75 0.75 0.75 0.75 RT TH LT U 1 1 0 0 0RT3TH0LT0UU0LT3TH8RT20 0 0 0 U LT TH RT Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: Snowload Underground Parking AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound Snowload Underground Parking Northbound East/West Alley Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Snowload UGP and East/West Alley Counted By:East/West AlleyEast/West Alley13Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site Snowload Underground Parking East/West Alley East/West Alley Vehicle Volumes and Adjustments Snowload Underground Parking 2 In Out 3 Snowload Underground Parking 0 InOut 3In4 In3Out8Total Entering 18Out 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 4:45 PM 2 0 0 0 2 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 4 5:00 PM 1 0 0 0 1 0 1 1 0 2 0 2 0 0 2 0 0 0 0 0 5 5:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 0 0 2 3 5:30 PM 2 0 0 0 2 1 0 0 0 1 0 1 0 0 1 0 1 0 0 1 5 Grand Total 5 0 0 0 5 1 1 2 0 4 0 4 0 0 4 0 4 0 0 4 17 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 % 29.4 0.0 0.0 0.0 29.4 5.9 5.9 11.8 0.0 23.5 0.0 23.5 0.0 0.0 23.5 0.0 23.5 0.0 0.0 23.5 100.0 PHF 1.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 0.85 RT TH LT U 5 0 0 0 0RT4TH0LT0UU0LT0TH4RT00 2 1 1 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain Snowload UGP and East/West Alley North/South Street: Snowload Underground Parking East/West Alley Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street:East/West AlleyOut11Vehicle Volumes and Adjustments Snowload Underground Parking Snowload Underground Parking East/West Alley East/West Alley Southbound Northbound Eastbound Westbound In45OutSnowload Underground Parking In Out 5 1 Snowload Underground Parking 4InEast/West AlleyTotal Entering 17 0 4 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 0.87 0.87 0.87 0.87 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 7:45 AM 0 0 0 0 0 28 0 10 0 38 31 169 0 0 200 0 89 27 0 116 354 8:00 AM 0 0 0 0 0 16 0 30 0 46 25 126 0 0 151 0 106 29 0 135 332 8:15 AM 0 0 0 0 0 20 0 35 0 55 25 139 0 0 164 0 96 26 0 122 341 8:30 AM 0 0 0 0 0 28 0 14 0 42 19 154 0 0 173 0 90 16 0 106 321 Grand Total 0 0 0 0 0 92 0 89 0 181 100 588 0 0 688 0 381 98 0 479 1348 Medium Truck % 0.0 0.0 0.0 0.0 0.0 5.4 0.0 2.2 0.0 3.9 2.0 2.9 0.0 0.0 2.8 0.0 2.6 5.1 0.0 3.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.3 0.0 1.0 1.0 0.0 1.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 5.4 0.0 2.2 0.0 3.9 2.0 3.2 0.0 0.0 3.1 0.0 3.7 6.1 0.0 4.2 Total % 0.0 0.0 0.0 0.0 0.0 6.8 0.0 6.6 0.0 13.4 7.4 43.6 0.0 0.0 51.0 0.0 28.3 7.3 0.0 35.5 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 0.95 RT TH LT U 0 0 0 0 0RT381TH98LT0UU0LT0TH588RT1000 89 0 92 U LT TH RTIn470 In479Out680Total Entering 1348Out South 8th Street 181 InOut 198 N/A 0 In Out 0 West Main StreetWest Main Street688Bozeman, MT /MDTTuesday, May 25, 2021Date Performed: Count Time Period: Stockman Bank Bozeman - 8th Avenue Site N/A West Main Street West Main Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information South 8th Avenue and West Main StreetCounted By: Westbound Agency/Company: Gannon Chamberlain Sanderson Stewart North/South Street: South 8th Street AM Peak Hour (7:45 - 8:45 AM) 21164Project Number: Southbound South 8th Street Northbound West 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 0.87 0.87 0.87 0.87 0.89 0.89 0.89 0.89 0 0.89 0.89 0.89 0.89 0 4:45 PM 0 0 0 0 0 29 0 25 0 54 29 142 0 0 171 0 181 23 0 204 429 5:00 PM 0 0 0 0 0 38 0 36 0 74 30 163 0 0 193 0 190 37 0 227 494 5:15 PM 0 0 0 0 0 22 0 35 0 57 20 137 0 0 157 0 225 28 0 253 467 5:30 PM 0 0 0 0 0 26 0 22 0 48 21 146 0 0 167 0 192 27 0 219 434 Grand Total 0 0 0 0 0 115 0 118 0 233 100 588 0 0 688 0 788 115 0 903 1824 Medium Truck % 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 0.0 1.3 2.0 1.0 0.0 0.0 1.2 0.0 0.6 0.9 0.0 0.7 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.5 0.0 0.0 0.4 Total Truck % 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 0.0 1.3 2.0 1.5 0.0 0.0 1.6 0.0 1.1 0.9 0.0 1.1 Total % 0.0 0.0 0.0 0.0 0.0 6.3 0.0 6.5 0.0 12.8 5.5 32.2 0.0 0.0 37.7 0.0 43.2 6.3 0.0 49.5 100.0 PHF 1.00 1.00 1.00 0.78 0.78 0.78 0.89 0.89 0.89 1.00 1.00 1.00 0.92 RT TH LT U 0 0 0 0 0RT788TH115LT0UU0LT0TH588RT1000 118 0 115 U LT TH RT South 8th Street 903InWest Main StreetTotal Entering 1824 215 233 Out In N/A In Out 0 0 West Main StreetOut906Vehicle Volumes and Adjustments N/A South 8th Street West Main Street West Main Street Southbound Northbound Eastbound Westbound In688703OutNorth/South Street: South 8th Street West Main Street Date Performed: Tuesday, May 25, 2021 Bozeman, MT /MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21164 Stockman Bank Bozeman - 8th Avenue Site East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain South 8th Avenue and West Main Street NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2021) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2021 North/South Street North 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.70 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)5 0 0 3 0 2 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 0 Capacity, c (veh/h)1021 1632 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.6 7.2 Level of Service (LOS)A A Approach Delay (s/veh)8.6 0.0 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:12:55 PM North 8th and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2021 North/South Street North 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.80 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)1 3 1 9 6 2 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 1 Capacity, c (veh/h)1058 1623 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.4 7.2 Level of Service (LOS)A A Approach Delay (s/veh)8.4 0.7 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:33:44 PM North 8th and EW Alley_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. & E Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East Main Street Analysis Year 2021 North/South Street North 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 3 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)3 666 480 1 0 1 Percent Heavy Vehicles (%)33 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.4 7.1 Critical Headway (sec)5.96 5.70 7.10 Base Follow-Up Headway (sec)3.1 3.8 3.9 Follow-Up Headway (sec)3.43 3.80 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 1 Capacity, c (veh/h)561 633 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)11.5 10.7 Level of Service (LOS)B B Approach Delay (s/veh)0.1 10.7 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:26:01 PM North 8th and Main Street_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. & E Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East Main Street Analysis Year 2021 North/South Street North 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 3 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)0 703 908 6 2 9 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.4 7.1 Critical Headway (sec)5.30 5.70 7.10 Base Follow-Up Headway (sec)3.1 3.8 3.9 Follow-Up Headway (sec)3.10 3.80 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 12 Capacity, c (veh/h)414 380 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)13.7 14.8 Level of Service (LOS)B B Approach Delay (s/veh)0.0 14.8 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:31:41 PM North 8th and Main Street_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th and Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2021 North/South Street N 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.71 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume (veh/h)2 107 2 1 5 0 3 Percent Heavy Vehicles (%)0 0 20 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 6.5 6.5 6.9 Critical Headway (sec)5.30 7.50 6.90 6.50 6.90 Base Follow-Up Headway (sec)3.1 3.5 4.0 4.0 3.3 Follow-Up Headway (sec)3.10 3.50 4.20 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 8 4 Capacity, c (veh/h)1161 718 975 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)8.1 10.1 8.7 Level of Service (LOS)A B A Approach Delay (s/veh)0.2 10.1 8.7 Approach LOS B A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 12:54:26 PM North 8th and Mendenhall.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th and Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2021 North/South Street N 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume (veh/h)4 313 5 4 12 4 13 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 6.5 6.5 6.9 Critical Headway (sec)5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway (sec)3.1 3.5 4.0 4.0 3.3 Follow-Up Headway (sec)3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 21 23 Capacity, c (veh/h)1161 550 708 v/c Ratio 0.00 0.04 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 Control Delay (s/veh)8.1 11.8 10.3 Level of Service (LOS)A B B Approach Delay (s/veh)0.1 11.8 10.3 Approach LOS B B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:06:51 PM North 8th and Mendenhall_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2021 North/South Street North 9th Avenue Time Analyzed AM Peak Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)2 1 11 7 3 19 Percent Heavy Vehicles (%)0 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.23 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.33 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 4 Capacity, c (veh/h)994 1607 v/c Ratio 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.6 7.2 Level of Service (LOS)A A Approach Delay (s/veh)8.6 1.0 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:16:04 PM North 9th and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2021 North/South Street North 9th Avenue Time Analyzed PM Peak Peak Hour Factor 0.69 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)10 2 24 0 2 45 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 3 Capacity, c (veh/h)917 1590 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)9.0 7.3 Level of Service (LOS)A A Approach Delay (s/veh)9.0 0.3 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:33:10 PM North 9th and EW Alley_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Main Street Analysis Year 2021 North/South Street N 9th Avenue Time Analyzed AM Peak Peak Hour Factor 0.99 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 3 0 0 0 2 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)13 676 475 1 1 16 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.4 6.9 Critical Headway (sec)4.10 5.70 6.90 Base Follow-Up Headway (sec)2.2 3.8 3.3 Follow-Up Headway (sec)2.20 3.80 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 17 Capacity, c (veh/h)1092 737 v/c Ratio 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.3 10.0 Level of Service (LOS)A B Approach Delay (s/veh)0.2 10.0 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:50:54 PM North 9th and Main_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Main Street Analysis Year 2021 North/South Street N 9th Avenue Time Analyzed PM Peak Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 3 0 0 0 2 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)11 685 912 10 6 48 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.4 6.9 Critical Headway (sec)4.10 5.70 6.90 Base Follow-Up Headway (sec)2.2 3.8 3.3 Follow-Up Headway (sec)2.20 3.80 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12 57 Capacity, c (veh/h)718 483 v/c Ratio 0.02 0.12 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)10.1 13.5 Level of Service (LOS)B B Approach Delay (s/veh)0.2 13.5 Approach LOS B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/4/2021 1:55:54 PM North 9th and Main_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload AGP & Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2021 North/South Street Snowload AGP Time Analyzed AM Peak Peak Hour Factor 0.76 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 1 0 0 0 0 0 Configuration LT T L Volume (veh/h)5 106 1 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 Critical Headway (sec)5.30 6.80 Base Follow-Up Headway (sec)3.1 3.5 Follow-Up Headway (sec)3.10 3.50 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 1 Capacity, c (veh/h)1161 910 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.1 9.0 Level of Service (LOS)A A Approach Delay (s/veh)0.4 9.0 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 12:36:48 PM Snowload AGP and Mendenhall_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload AGP & Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2021 North/South Street Snowload AGP Time Analyzed PM Peak Peak Hour Factor 0.77 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 1 0 0 0 0 0 Configuration LT T L Volume (veh/h)3 327 7 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 Critical Headway (sec)5.30 6.80 Base Follow-Up Headway (sec)3.1 3.5 Follow-Up Headway (sec)3.10 3.50 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 9 Capacity, c (veh/h)1161 751 v/c Ratio 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.1 9.9 Level of Service (LOS)A A Approach Delay (s/veh)0.1 9.9 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 12:42:22 PM Snowload AGP and Mendenhall_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload UGP & E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East/West Alley Analysis Year 2021 North/South Street Snowload UGP Time Analyzed AM Peak Peak Hour Factor 0.75 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)3 8 2 0 3 0 0 0 0 0 1 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 0 0 3 Capacity, c (veh/h)1631 1618 966 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.2 7.2 8.7 Level of Service (LOS)A A A Approach Delay (s/veh)1.7 0.0 8.7 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/4/2021 12:07:47 PM Snowload UGP and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload UGP & E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East/West Alley Analysis Year 2021 North/South Street Snowload UGP Time Analyzed PM Peak Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 4 0 0 4 0 2 1 1 0 0 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 0 5 6 Capacity, c (veh/h)1630 1630 991 1084 v/c Ratio 0.00 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.2 7.2 8.7 8.3 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 0.0 8.7 8.3 Approach LOS A A Copyright © 2021 University of Florida. All Rights Reserved. HCS™TWSC Version 7.9.5 Generated: 6/4/2021 12:10:07 PM Snowload UGP and EW Alley_PM.xtw Queues 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Existing - AM Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 724 103 401 94 97 v/c Ratio 0.42 0.20 0.18 0.33 0.30 Control Delay 12.4 5.4 5.5 24.5 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.4 5.4 5.5 24.5 8.1 Queue Length 50th (ft) 80 9 24 28 0 Queue Length 95th (ft) 179 36 65 71 33 Internal Link Dist (ft) 522 530 436 Turn Bay Length (ft) 100 75 Base Capacity (vph) 1977 696 2876 644 611 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.37 0.15 0.14 0.15 0.16 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Existing - AM Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 588 100 98 381 89 92 Future Volume (veh/h) 588 100 98 381 89 92 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1709 1723 1668 1695 1723 1682 Adj Flow Rate, veh/h 619 105 103 401 94 97 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 2 6 4 2 5 Cap, veh/h 1349 228 513 2065 185 161 Arrive On Green 0.49 0.49 0.09 0.64 0.11 0.11 Sat Flow, veh/h 2850 468 1589 3306 1641 1425 Grp Volume(v), veh/h 363 361 103 401 94 97 Grp Sat Flow(s),veh/h/ln 1624 1609 1589 1611 1641 1425 Q Serve(g_s), s 7.3 7.3 1.3 2.5 2.7 3.2 Cycle Q Clear(g_c), s 7.3 7.3 1.3 2.5 2.7 3.2 Prop In Lane 0.29 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 792 785 513 2065 185 161 V/C Ratio(X) 0.46 0.46 0.20 0.19 0.51 0.60 Avail Cap(c_a), veh/h 1027 1017 916 3346 727 632 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.3 8.3 4.8 3.6 20.5 20.8 Incr Delay (d2), s/veh 0.4 0.4 0.2 0.0 2.1 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.1 0.3 0.5 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.7 8.7 5.0 3.7 22.7 24.3 LnGrp LOS A A A A C C Approach Vol, veh/h 724 504 191 Approach Delay, s/veh 8.7 3.9 23.5 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.5 29.9 37.4 11.8 Change Period (Y+Rc), s 3.0 5.9 5.9 6.2 Max Green Setting (Gmax), s 17.0 31.1 51.1 21.8 Max Q Clear Time (g_c+I1), s 3.3 9.3 4.5 5.2 Green Ext Time (p_c), s 0.2 5.0 3.2 0.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A Queues 3: S 8th Ave & W Main St 06/30/2021 8th & Main 06/25/2021 Existing - PM Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 748 125 857 128 125 v/c Ratio 0.44 0.24 0.38 0.39 0.33 Control Delay 13.1 5.8 6.9 25.4 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 5.8 6.9 25.4 7.5 Queue Length 50th (ft) 88 12 66 39 0 Queue Length 95th (ft) 187 42 151 93 38 Internal Link Dist (ft) 522 530 436 Turn Bay Length (ft) 100 75 Base Capacity (vph) 1955 744 2900 719 681 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.17 0.30 0.18 0.18 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 8th Ave & W Main St 06/30/2021 8th & Main 06/25/2021 Existing - PM Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 588 100 115 788 118 115 Future Volume (veh/h) 588 100 115 788 118 115 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1736 1736 1750 1709 Adj Flow Rate, veh/h 639 109 125 857 128 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 1 1 0 3 Cap, veh/h 1321 225 513 2080 218 190 Arrive On Green 0.47 0.47 0.10 0.63 0.13 0.13 Sat Flow, veh/h 2877 475 1654 3386 1667 1448 Grp Volume(v), veh/h 374 374 125 857 128 125 Grp Sat Flow(s),veh/h/ln 1637 1629 1654 1650 1667 1448 Q Serve(g_s), s 7.9 8.0 1.6 6.6 3.7 4.2 Cycle Q Clear(g_c), s 7.9 8.0 1.6 6.6 3.7 4.2 Prop In Lane 0.29 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 774 771 513 2080 218 190 V/C Ratio(X) 0.48 0.48 0.24 0.41 0.59 0.66 Avail Cap(c_a), veh/h 1004 999 905 3324 716 623 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.1 9.1 5.4 4.7 20.7 21.0 Incr Delay (d2), s/veh 0.5 0.5 0.2 0.1 2.5 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.4 0.4 1.5 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.6 9.6 5.6 4.8 23.2 24.8 LnGrp LOS A A A A C C Approach Vol, veh/h 748 982 253 Approach Delay, s/veh 9.6 4.9 24.0 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 29.9 37.9 12.8 Change Period (Y+Rc), s 3.0 5.9 5.9 6.2 Max Green Setting (Gmax), s 17.0 31.1 51.1 21.8 Max Q Clear Time (g_c+I1), s 3.6 10.0 8.6 6.2 Green Ext Time (p_c), s 0.2 5.1 7.8 0.7 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A APPENDIX C CAPACITY CALCULATIONS – FUTURE CONDITIONS (2022) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2022 North/South Street North 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)5 0 10 3 0 2 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 11 Capacity, c (veh/h)988 1633 v/c Ratio 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.7 7.2 Level of Service (LOS)A A Approach Delay (s/veh)8.7 5.6 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:05:07 PM North 8th and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2022 North/South Street North 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)1 3 25 9 6 4 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 27 Capacity, c (veh/h)1034 1622 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.5 7.3 Level of Service (LOS)A A Approach Delay (s/veh)8.5 5.4 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:08:20 PM North 8th and EW Alley_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. & E Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East Main Street Analysis Year 2022 North/South Street North 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 3 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)4 683 487 10 0 1 Percent Heavy Vehicles (%)33 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.4 7.1 Critical Headway (sec)5.96 5.70 7.10 Base Follow-Up Headway (sec)3.1 3.8 3.9 Follow-Up Headway (sec)3.43 3.80 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 1 Capacity, c (veh/h)549 625 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)11.6 10.8 Level of Service (LOS)B B Approach Delay (s/veh)0.1 10.8 Approach LOS B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:09:51 PM North 8th and Main Street_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th Ave. & E Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East Main Street Analysis Year 2022 North/South Street North 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 3 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)1 783 918 29 2 9 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 6.4 7.1 Critical Headway (sec)5.30 5.70 7.10 Base Follow-Up Headway (sec)3.1 3.8 3.9 Follow-Up Headway (sec)3.10 3.80 3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 12 Capacity, c (veh/h)385 351 v/c Ratio 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)14.4 15.6 Level of Service (LOS)B C Approach Delay (s/veh)0.1 15.6 Approach LOS C Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:12:43 PM North 8th and Main Street_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th and Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2022 North/South Street N 8th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume (veh/h)2 110 2 1 5 0 3 Percent Heavy Vehicles (%)0 0 20 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 6.5 6.5 6.9 Critical Headway (sec)5.30 7.50 6.90 6.50 6.90 Base Follow-Up Headway (sec)3.1 3.5 4.0 4.0 3.3 Follow-Up Headway (sec)3.10 3.50 4.20 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 7 3 Capacity, c (veh/h)1161 750 998 v/c Ratio 0.00 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)8.1 9.8 8.6 Level of Service (LOS)A A A Approach Delay (s/veh)0.1 9.8 8.6 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:16:19 PM North 8th and Mendenhall_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 8th and Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2022 North/South Street N 8th Avenue Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR Volume (veh/h)6 321 5 4 12 4 13 Percent Heavy Vehicles (%)0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 6.5 6.5 6.9 Critical Headway (sec)5.30 7.50 6.50 6.50 6.90 Base Follow-Up Headway (sec)3.1 3.5 4.0 4.0 3.3 Follow-Up Headway (sec)3.10 3.50 4.00 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 17 18 Capacity, c (veh/h)1161 596 754 v/c Ratio 0.01 0.03 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.1 Control Delay (s/veh)8.1 11.2 9.9 Level of Service (LOS)A B A Approach Delay (s/veh)0.2 11.2 9.9 Approach LOS B A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:18:00 PM North 8th and Mendenhall_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2022 North/South Street North 9th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)5 1 11 17 3 30 Percent Heavy Vehicles (%)0 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.23 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.33 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 3 Capacity, c (veh/h)965 1595 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.8 7.3 Level of Service (LOS)A A Approach Delay (s/veh)8.8 0.7 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:29:12 PM North 9th and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street E/W Alley Analysis Year 2022 North/South Street North 9th Avenue Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume (veh/h)21 2 24 25 2 91 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)25 2 Capacity, c (veh/h)867 1565 v/c Ratio 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)9.3 7.3 Level of Service (LOS)A A Approach Delay (s/veh)9.3 0.2 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:32:42 PM North 9th and EW Alley_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Main Street Analysis Year 2022 North/South Street N 9th Avenue Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 3 0 0 0 2 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)22 687 482 2 9 22 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.4 6.9 Critical Headway (sec)4.10 5.70 6.90 Base Follow-Up Headway (sec)2.2 3.8 3.3 Follow-Up Headway (sec)2.20 3.80 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)24 34 Capacity, c (veh/h)1051 605 v/c Ratio 0.02 0.06 95% Queue Length, Q₉₅ (veh)0.1 0.2 Control Delay (s/veh)8.5 11.3 Level of Service (LOS)A B Approach Delay (s/veh)0.4 11.3 Approach LOS B Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:35:48 PM North 9th and Main_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection N 9th Ave. and Main St Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Main Street Analysis Year 2022 North/South Street N 9th Avenue Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 3 0 0 0 2 0 0 0 0 0 1 0 Configuration LT T T TR LR Volume (veh/h)34 692 922 13 38 73 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.4 6.9 Critical Headway (sec)4.10 5.70 6.90 Base Follow-Up Headway (sec)2.2 3.8 3.3 Follow-Up Headway (sec)2.20 3.80 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)37 121 Capacity, c (veh/h)690 378 v/c Ratio 0.05 0.32 95% Queue Length, Q₉₅ (veh)0.2 1.4 Control Delay (s/veh)10.5 18.9 Level of Service (LOS)B C Approach Delay (s/veh)0.8 18.9 Approach LOS C Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:44:51 PM North 9th and Main_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload AGP & Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2022 North/South Street Snowload AGP Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 1 0 0 0 0 0 Configuration LT T L Volume (veh/h)6 108 12 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 Critical Headway (sec)5.30 6.80 Base Follow-Up Headway (sec)3.1 3.5 Follow-Up Headway (sec)3.10 3.50 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 13 Capacity, c (veh/h)1161 924 v/c Ratio 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.1 9.0 Level of Service (LOS)A A Approach Delay (s/veh)0.4 9.0 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:46:07 PM Snowload AGP and Mendenhall_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload AGP & Mendenhall Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street W Mendenhall St Analysis Year 2022 North/South Street Snowload AGP Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 0 0 0 0 2 0 1 0 0 0 0 0 Configuration LT T L Volume (veh/h)5 334 52 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)5.3 7.5 Critical Headway (sec)5.30 6.80 Base Follow-Up Headway (sec)3.1 3.5 Follow-Up Headway (sec)3.10 3.50 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 57 Capacity, c (veh/h)1161 780 v/c Ratio 0.00 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)8.1 10.0 Level of Service (LOS)A A Approach Delay (s/veh)0.1 10.0 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:47:53 PM Snowload AGP and Mendenhall_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload UGP & E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East/West Alley Analysis Year 2022 North/South Street Snowload UGP Time Analyzed AM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)3 18 2 0 6 0 0 0 0 0 1 1 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3 0 0 2 Capacity, c (veh/h)1627 1607 958 v/c Ratio 0.00 0.00 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 Control Delay (s/veh)7.2 7.2 8.8 Level of Service (LOS)A A A Approach Delay (s/veh)1.0 0.0 8.8 Approach LOS A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:49:30 PM Snowload UGP and EW Alley_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Gannon Chamberlain Intersection Snowload UGP & E/W Alley Agency/Co.Sanderson Stewart Jurisdiction Bozeman, MDT Date Performed 5/25/2021 East/West Street East/West Alley Analysis Year 2022 North/South Street Snowload UGP Time Analyzed PM Peak Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Stockman Bank - 8th Avenue Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)0 29 0 0 15 0 2 1 1 0 0 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 0 4 5 Capacity, c (veh/h)1614 1594 943 1069 v/c Ratio 0.00 0.00 0.00 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.0 Control Delay (s/veh)7.2 7.3 8.8 8.4 Level of Service (LOS)A A A A Approach Delay (s/veh)0.0 0.0 8.8 8.4 Approach LOS A A Copyright © 2021 University of Florida. 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HCS™TWSC Version 7.9.5 Generated: 6/22/2021 1:51:00 PM Snowload UGP and EW Alley_PM.xtw Queues 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Future - AM Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 769 109 420 100 103 v/c Ratio 0.45 0.22 0.19 0.35 0.31 Control Delay 12.8 5.6 5.6 24.9 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 5.6 5.6 24.9 8.1 Queue Length 50th (ft) 88 10 26 30 0 Queue Length 95th (ft) 193 38 68 75 35 Internal Link Dist (ft) 522 530 436 Turn Bay Length (ft) 100 75 Base Capacity (vph) 1966 679 2856 640 611 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.39 0.16 0.15 0.16 0.17 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Future - AM Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 604 103 100 386 92 95 Future Volume (veh/h) 604 103 100 386 92 95 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1709 1723 1668 1695 1723 1682 Adj Flow Rate, veh/h 657 112 109 420 100 103 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 2 6 4 2 5 Cap, veh/h 1342 228 498 2065 187 162 Arrive On Green 0.49 0.49 0.09 0.64 0.11 0.11 Sat Flow, veh/h 2847 470 1589 3306 1641 1425 Grp Volume(v), veh/h 386 383 109 420 100 103 Grp Sat Flow(s),veh/h/ln 1624 1609 1589 1611 1641 1425 Q Serve(g_s), s 7.9 7.9 1.4 2.7 2.8 3.4 Cycle Q Clear(g_c), s 7.9 7.9 1.4 2.7 2.8 3.4 Prop In Lane 0.29 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 789 782 498 2065 187 162 V/C Ratio(X) 0.49 0.49 0.22 0.20 0.53 0.63 Avail Cap(c_a), veh/h 1022 1013 895 3333 724 629 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.6 8.6 5.0 3.7 20.6 20.9 Incr Delay (d2), s/veh 0.5 0.5 0.2 0.0 2.4 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.3 0.3 0.6 1.1 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.0 9.0 5.2 3.7 23.0 24.9 LnGrp LOS A A A A C C Approach Vol, veh/h 769 529 203 Approach Delay, s/veh 9.0 4.0 24.0 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.7 29.9 37.6 11.8 Change Period (Y+Rc), s 3.0 5.9 5.9 6.2 Max Green Setting (Gmax), s 17.0 31.1 51.1 21.8 Max Q Clear Time (g_c+I1), s 3.4 9.9 4.7 5.4 Green Ext Time (p_c), s 0.2 5.3 3.3 0.5 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Queues 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Future - PM Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 790 127 865 134 128 v/c Ratio 0.55 0.28 0.44 0.43 0.35 Control Delay 14.6 6.3 7.7 26.3 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 6.3 7.7 26.3 7.7 Queue Length 50th (ft) 96 13 68 41 0 Queue Length 95th (ft) 201 43 153 97 38 Internal Link Dist (ft) 522 530 436 Turn Bay Length (ft) 100 75 Base Capacity (vph) 1779 661 2885 650 630 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.44 0.19 0.30 0.21 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 3: S 8th Ave & W Main St 07/01/2021 8th & Main 06/25/2021 Future - PM Synchro 10 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 621 106 117 796 123 118 Future Volume (veh/h) 621 106 117 796 123 118 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1723 1723 1736 1736 1750 1709 Adj Flow Rate, veh/h 675 115 127 865 134 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 1 1 0 3 Cap, veh/h 1316 224 496 2074 223 194 Arrive On Green 0.47 0.47 0.10 0.63 0.13 0.13 Sat Flow, veh/h 2877 475 1654 3386 1667 1448 Grp Volume(v), veh/h 395 395 127 865 134 128 Grp Sat Flow(s),veh/h/ln 1637 1629 1654 1650 1667 1448 Q Serve(g_s), s 8.6 8.6 1.7 6.7 3.9 4.3 Cycle Q Clear(g_c), s 8.6 8.6 1.7 6.7 3.9 4.3 Prop In Lane 0.29 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 771 768 496 2074 223 194 V/C Ratio(X) 0.51 0.51 0.26 0.42 0.60 0.66 Avail Cap(c_a), veh/h 1000 995 886 3311 714 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.4 9.4 5.6 4.8 20.8 21.0 Incr Delay (d2), s/veh 0.5 0.5 0.3 0.1 2.6 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 2.6 0.4 1.6 1.6 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.9 9.9 5.9 4.9 23.4 24.8 LnGrp LOS A A A A C C Approach Vol, veh/h 790 992 262 Approach Delay, s/veh 9.9 5.0 24.1 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 29.9 37.9 13.0 Change Period (Y+Rc), s 3.0 5.9 5.9 6.2 Max Green Setting (Gmax), s 17.0 31.1 51.1 21.8 Max Q Clear Time (g_c+I1), s 3.7 10.6 8.7 6.3 Green Ext Time (p_c), s 0.2 5.4 7.9 0.7 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A APPENDIX D QUEUEING CALCULATION SINGLE-CHANNEL QUEUE CALCULATION PROGRAM FOR: BY:DATE:3/15/2023 13 Vehicles / Hr. Average Service Rate, t=2.50 Minutes / Vehicle CALCULATED PARAMETERS: Arrival Rate (Lambda), l= N/60 =0.22 Veh/Min Service Rate (mu), m = 1/t = 0.40 Veh/Min Utilization Factor, Lambda/mu (l/m)=0.54 (must be < 1.0) Probability of No Vehicles in System, P(0)=0.46 PROBABILITY TABLES: P(X=n)P(X<=n) P(0 )45.83%45.83%1000 P(1 )24.83%70.66%1000 P(2 )13.45%84.11%1000 P(3 )7.28%91.39%1000 P(4 )3.95%95.34%4 P(5 )2.14%97.47%5 P(6 )1.16%98.63%6 P(7 )0.63%99.26%7 P(8 )0.34%99.60%8 P(9 )0.18%99.78%9 P(10 )0.10%99.88%10 P(11 )0.05%99.94%11 P(12 )0.03%99.97%12 P(13 )0.02%99.98%13 P(14 )0.01%99.99%14 No. of Vehicles Arriving, N= Bank Drive-Through Queue Sanderson Stewart INPUT DATA FOR PEAK HOUR: