Loading...
HomeMy WebLinkAbout18 - Appendix M - Traffic Impact StudyTRAFFIC IMPACT STUDY for SOUTH UNIVERSITY DISTRICT PHASE 3 - BLOCK 1 Bozeman, Montana Prepared for STAHLY ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 July 6, 2023 P.T.O.E. # 259 TRAFFIC IMPACT STUDY for SOUTH UNIVERSITY DISTRICT PHASE 3 - BLOCK 1 Bozeman, Montana Prepared for STAHLY ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 July 6, 2023 P.T.O.E. # 259 i TABLE OF CONTENTS PAGE INTRODUCTION 1 PROPOSED SITE DEVELOPMENT 1 EXISTING CONDITIONS 3 Streets & Intersections 3 Existing Traffic Volumes 4 Speeds 4 Existing Capacity 6 DEVELOPMENT TRAFFIC PROJECTIONS 7 Trip Generation 7 Trip Distribution 10 Traffic Assignment 12 TRAFFIC IMPACTS 15 Existing Plus Development Traffic Volumes 15 Capacity 17 Safety 18 Future Conditions Plus Site Traffic 18 Future External Street Capacity 20 Future Block 1 Access Traffic Projections 22 Future Block 1 Access Capacity 23 CONCLUSIONS & RECCOMMENDATIONS 23 APPENDIX A – TRAFFIC COUNTS & PROJECTIONS APPENDIX B – CAPACITY CALCULATIONS APPENDIX C – INTERNAL CAPTURE WORKSHEETS APPENDIX D – TRAFFIC ASSIGNMENT MODELS ii LIST OF TABLES PAGE Table 1. Existing Capacity Calculation Summary 6 Table 2. Maximum Trip Generation- Total Development Using ITE 11th Edition Report 7 Table 3. Trip Mode & Classification Summary 9 Table 4. AM & PM External & Access Trip Summary 9 Table 5. Existing Plus Block 1 Traffic Capacity Analysis Summary 17 Table 6 Future Year 2037 External Intersections Capacity Analysis Summary 20 Table 7. Future Year 2037 Site Access Intersections Capacity Calculation Summary 21 LIST OF FIGURES PAGE Figure 1. SUD Phase 3 Block 1 Development Site & Study Intersections 2 Figure 2. Year 2022 Existing Traffic Volumes 5 Figure 3. Block 1 Site Generated Trip Distribution Percentages 11 Figure 4. SUD Phase 3 Block 1 Traffic Assignment 13 Figure 5. SUD Phase 3 Block 1 Traffic Access Assignment 14 Figure 6 Existing Plus SUD Phase 3 Block Development Site Traffic 16 Figure 7. Future Traffic Projections at External Study Intersections 19 Figure 8. Future Traffic at Block 1Access Intersections 22 . South University District Phase3 Block 1 Traffic Impact Study MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 1 INTRODUCTION The following narratives serve as a summary report of operational impacts that could be associated with the proposed Block 1 development of the South University District Subdivision, herein referenced as the SUD Phase 3 Block 1 development. The report, figures, and appendix encompass all intersections that could potentially be impacted by the development, including all intersections between arterial and collector streets within a 0.5-mile radius of the development. PROPOSED SITE DEVELOPMENT The proposed development property is located: north of the Stucky Road extension, with the southern boundary fronting on State Street; the eastern boundary is located along S. 17th Avenue; the western boundary fronts along S 19th Avenue, and the northern boundary fronting along Kagy Boulevard, as shown in Figure 1. The Stucky Road Extension, State Street, and S 17th Avenue are all currently under construction. Block 1 of SUD Phase 3 encompasses approximately 5 acres that will accommodate 273 dwelling units within mid-rise apartment buildings, a 8300 square foot Health/Fitness Club, and a 10,000 square foot commercial building. Previous TIS reports were prepared and submitted for proposed developments within in the SUD Phase 3 master plan which detailed impacts associated with developments in Blocks 2 through 4. Access to the proposed development will include Kagy Boulevard, State Street, and South 17th Avenue. State Street and S 17th Avenue are currently under construction as part of SUD Phase 3 subdivision improvements. A single “right- in/right-out” driveway to the development on Kagy Boulevard will be constructed east of S 19th Avenue. A single driveway on State Street south of Kagy Boulevard will be provided on South 17th Avenue. The access to the proposed parking garage will be on State Street opposite the proposed access to the Block 2 development. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 3 EXISTING CONDITIONS Streets & Intersections Potentially impacted intersections located within 0.5-miles of the proposed development site are: Kagy Boulevard intersections with S. 11th and S. 19th Avenue; S. 19th Avenue intersections with Lincoln Street, Stucky Road, Arnold Street, and Graf Street; and the Graf Street Intersection with S 3rd Avenue. Kagy Boulevard is currently a two-lane street with left-turn lanes at its intersection with S 11th Avenue and bike lanes east of S 14th Avenue. There are three approach lanes on Kagy Boulevard at its intersection with S. 19th Avenue. Kagy Boulevard extends from the termini point just west of S. 19th Avenue, past the MSU campus, to rural areas east of Bozeman. Montana Department of Transportation (MDT) has had an ongoing design process that developed preferred alternatives. The project was in flux for a few years and was rescoped in late 2021. The most current news of the project is a halt in the process with no indication of when design and construction will be completed. Based on potential traffic growth it could be assumed that a future street section with 5 lanes of traffic would be needed. The configuration of intersection controls from S 19th Avenue to S 3rd Avenue will not be known until project design concepts have been secured. South 11th Avenue extends from a point south of Graf Street, through the MSU campus, to an intersection with Main Street. It currently operates with one lane for each direction of travel and includes bikes lanes on either side north of Arnold Street. At its intersection with Kagy Boulevard it accommodates separate left-turn lanes on all four legs of the intersection. South 19th Avenue extends from a point south of Kagy Boulevard across the entire Bozeman urban area to an interchange with Interstate 90. The Kagy Boulevard & S 19th Avenue intersection has multiple approach lanes and is controlled by a traffic signal. S 19th Avenue has 2 traffic lanes in each direction and there are opposing left-turn bays within the raised median at the Lincoln Street intersection. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 4 Lincoln Street intersects S 19th Avenue approximately 1,300’ north of Kagy Boulevard. The Lincoln Street approaches are controlled by stop signs. Raised median channelization does not allow left-turn or thru-movements movements from Lincoln Street onto or across S 19th Avenue. Existing Traffic Volumes Previous studies in the study area collected 24-hour traffic data on South 19th Avenue, north of Kagy Boulevard and on Kagy Boulevard, east of S 19th Avenue. Peak AM and PM traffic counts were taken with Mio-vision cameras in April 2022. Traffic volume summaries for external intersections can be found in Appendix A of this report. The results of the nine intersection counts are illustrated in Figure 2. Also shown in Figure 2, are the Average Weekday Traffic (AWT) volumes which were calculated using the hourly variation factors. Appendix A also includes summaries of models used to balance traffic volumes and adjust the counts to average annual traffic conditions. In comparing these counts to previous studies completed in the area, it was discovered that there was a 1.5% annual average increase in traffic growth on S 19th Avenue and Kagy Boulevard. It should be noted that the peak AM hour traffic on S 19th Avenue occurs between 7:30 and 8:30 AM at most of the intersections while the peak PM hour traffic varies within a period between 4:30 and 6:00 PM. Speeds Speed data was previously recorded on both Kagy Boulevard and on S 19th Avenue. Statistical analysis of the speed data indicated that the 85th % speed on S 19th Avenue was approximately 44 mph while the 85th % speed on Kagy Boulevard was approximately 39 mph. The speed samples on both streets are within a reasonable range of the posted speed limits. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 5 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 6 Existing Capacity Capacity calculations were completed for the study of intersections based on existing lane geometry and traffic volume counts. Table 1 provides a summary of the calculation results, and the calculations can be found in Appendix B of this report. Delay, Level-of-service (LOS), and vehicle queue projections are used as Measures of Effectiveness (MOE) within Table 1. All intersections, approaches and movements currently operate at LOS “C” or better except for the westbound through/right lane on Kagy Boulevard, which operates at LOS “D” with 36.0 seconds delay per vehicle during the peak PM hour. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q WB- Worst 13.0 B 1 WB- Worst 19.8 C 4 Overall 23.9 C 11 Overall 20.8 C 11 NB- Worst 30.5 C 9 NB- Worst 30.3 C 8 Overall 21.0 C 13 Overall 22.2 C 10 EB- Worst 30.6 C 9 EB- Worst 26.0 C 8 Overall 18.6 B 6 Overall 18.2 B 6 WB- Worst 22.5 C 5 WB- Worst 22.3 C 5 Overall 20.2 C 10 Overall 24.8 C 16 NB- Worst 29.3 C 9 WB- Worst 34.5 C 16 EB- Worst 14.9 C 1 EB- Worst 13.7 B 1 Overall 5.5 A 2 Overall 3.6 A 1 NB- Worst 6.2 A 2 SB- Worst 3.9 A 1 Overall 9.3 A 4 Overall 4.5 A 1 WB- Worst 12.5 B 4 EB- Worst 4.8 A 1 Overall 6.5 A 3 Overall 5.3 A 2 NB- Worst 7.0 A 3 EB- Worst 5.4 A 1 S 11th Avenue & Graf Street S 3rd Avenue & Graf Street Table 1. Existing Capacity Calculation Summary S 19th Avenue & Lincoln Street PEAK PM HOUR S 19th Avenue & Kagy Boulevard S 19th Avenue & Stucky Road S 19th Avenue & Graf Street S 11th Avenue & Kagy Boulevard S 11th Avenue & Stucky Road PEAK AM HOUR S 11th Avenue & Arnold Atreet MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 7 DEVELOPMENT TRAFFIC PROJECTIONS Trip Generation The planned development of SUD Phase 3 , Block 1 includes mid-rise apartment buildings with 273 dwelling units, a 8300 square foot Health/Fitness Club, and a 10,000 square foot commercial building. The Health/Fitness Club will be used exclusively by residents of the apartment buildings. The are no specific businesses that would occupy the commercial building but would most likely be occupied by businesses tailored to the residents’ needs. It was assumed from the size of the building that any retail businesses would be represented by trip generation rates similar to a Strip Retail Plaza. ITE Trip Generation Report, 11th Edition – Land Use Codes were used to estimate trip generation. Table 2 summarizes trip generation projections for the proposed 273 dwelling unit development. The development would generate approximately 1,927 trips on the average weekday (AWT). There would be 136 trips during the peak AM hour period with 43 trips entering and 93 exiting the site. During the peak PM hour period, there would be 201 trips with 115 entering and 86 exiting the site. It should be noted that the original Block 1 TIS was based on large commercial development that generated substantially more trips. Thus, the trips in Table 2 represent a substantial reduction for the original projections. Table 2. Maximum Trip Generation - Total Development Using ITE 11th Edition Report No. of Rate Total Total TotalUnits Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Code 221 Multifamily Mid-Rise Housing 273 Apts.1 1239 2 101 23 78 3 106 65 41 Code 492 Health/Fitness Club 8.3 1000 SF 4 143 5 11 6 5 6 29 17 12 Code 822 Strip Retail Plaza 10.0 1000 SF 7 545 8 24 14 10 9 66 33 33 TOTAL DEVELOPMENT TRIPS =1927 136 43 93 201 115 86 2- T = 0.37(X) [23% Enter]3 - T = 0.39(X) [61% Enter] 5- T = 1.31(X) [51% Enter]6 - T = 3.45(X) [57% Enter] 8- T = 2.36((X) [60% Enter] 9 - T = 6.59(X) [50% Enter] Peak PM Hour Alpenglow Aprtments 1- T = 4.54(X) Peak AM HourAverage Weekday 4- T = 17.25(X) 7- T = 54.45(X) MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 8 Not all these trips would represent new traffic on the street system. Some trips would be attributed to bike and pedestrian modes. Development planning concepts envision that the apartments would be occupied by younger professional people that would not necessarily be employed by Montana State University but would work within reasonably walking/biking distance of the apartments. It was estimated that 5% of the residential trips could be assigned to alternative travel modes on the average weekday with 15% of the trips in the AM hour and 15% of the trips in the PM hour being walking and/or biking trips. The estimated alternate mode trips for the commercial development were 2% on the average weekday and during the AM and PM peak hours. Since the Health/Fitness Club would be for exclusive use of the residents, all of the trips would be walking or biking trips and concurrently, Internal Capture Trips. Internal capture trips are important for certain developments. In this case, there would undoubtedly be trip interchange between the residential and the Commercial Building the development site. The internal capture trips would also be made by using pedestrian modes rather than by vehicles. The ITE Trip Generation handbook provides guidance on assigning internal capture trips and was used to develop a worksheet to calculate ICT generation (see Appendix C). There are also three classifications of trip types related to use of the street system: 1) Primary purpose trips are trips for which the development is a primary destination from any particular origin. 2) Diverted linked trips are trips made to the development as a secondary destination and are diverted from a path between an origin and a primary destination. 3) Passerby trips are also trips made to a development as a secondary destination, but the primary trip path is on the adjacent street system, i.e., stop on the way home from work. For this development, it was assumed that any passerby trips would be made to and from the Commercial Building. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 9 Table 3 summarizes the trip mode and trip classification factors impact on total trip generation. The net number of new AWT on the street system would be 1,461 with 103 new trips in the AM hour and 118 in the PM hour. Table 4 provides a summary of the number of net vehicular trips that would utilize the proposed site accesses during the peak AM and PM hours. Vehicle traffic assignment was based on Table 4 vehicular trip generation numbers. Total Ped/Bike Net Veh.ICT Net Ext.Passerby Net New Trips Trips Trips Trips Trips Trips Trips 1239 62 1177 92 1085 0 1085 101 15 86 1 85 0 85 106 16 90 12 78 0 78 143 0 143 143 0 0 0 11 0 11 11 0 0 0 29 0 29 29 0 0 0 545 11 534 92 442 66 376 24 0 24 1 23 5 18 66 1 65 12 53 13 40 1927 73 1854 327 1527 66 1461 136 15 121 13 108 5 103 201 17 184 53 131 13 118 Table 3. Trip Mode & Classification Summary Time Period Code 221 Multifamily Mid-Rise Housing Code 492 Health/Fitness Club Average Weekday Peak AM Hour Peak PM Hour Average Weekday Peak AM Hour Peak PM Hour Code 822 Strip Retail Plaza Average Weekday Peak AM Hour Peak PM Hour SUD Phase 3 Block 1 Totals = Average Weekday Peak AM Hour Peak PM Hour Enter Exit Total Enter Exit Total 30 73 103 60 58 118 3 2 5 7 7 13 32 76 108 67 64 131 SUD Phase 3 Block 1 New External Trips Passerby Trips Access Vehicles Table 4. AM & PM External & Access Trip Summary Peak AM Hour Peak PM Hour MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 10 Trip Distribution There are various methods available for determining the directional distribution of trips to and from site developments. For developments within a large, urbanized area, the task is best accomplished through the creation of a computerized transportation model of the urban street system, which includes the proposed development changes. When the creation of a model is not feasible, realistic estimates can be made by determining the distribution of existing traffic volumes on the surrounding street system. The existing distribution can then be applied to newly generated trips, with adjustments made based upon the likely trip origins and destinations associated with the development land use or uses. For the SUD Phase 3, Block 1 property development, a basic area of influence model was used. With potential for trip origins and destinations to be made throughout the Bozeman urban area. Polygon areas were plotted on aerial photos of the Bozeman urban area. The polygon boundaries were defined by direction of access on the entire street system for both existing and future conditions. Approximate population and commercial densities were estimated within each of the polygon areas. The percentage densities of each polygon were calculated based on the entire study area and applied to street links accessing the site. A Gravity Equation using the inverse square of the travel time to the center of each polygon was applied to the densities and the relative percentage attraction was calculated. Figure 3 presents the resulting percentage trip distribution on the study street system. The overall distribution shown in Figure 3 accounts for directional patterns created by access restrictions that create one-way traffic on some of the street links. Right-in and right-out intersections at Lincoln Streets and at site accesses on Kagy Boulevard create a situation where exiting trips to external destinations would not have the same links as return trips from the destination to the original origin. The overall percentage distribution in Figure 3 is used to route traffic within the traffic assignment models. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 11 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 12 Traffic Assignment Site traffic assignments were completed using the trip generation projections in Tables 3 and 4 and the trip distribution percentages discussed in the preceding section. The traffic assignment models (see Appendix D) assumed that the completion of construction for Phase 3 developments would be in-place when the development is completed. That assumption would include: the Stucky Road extension from S 19th Avenue to S 11th Avenue; S 17th Avenue from Stucky Road to Kagy Boulevard; and State Street from S 19th Avenue to S 17th Avenue. Figure 4 presents the AWT and peak hour site traffic assignments on the external street system. Most of the site traffic would be concentrated on Stucky Road east of S 17th Avenue. Site traffic would be split between S 19th Avenue north of Kagy Boulevard and Stucky Road to the east with 510 AWT on S 19th Avenue and 425 on Stucky Road. Site traffic assignment for SUD Phase 3, Block 1 access intersections onto adjacent arterial streets were calculated and are summarized in Figure 4. Figure 4 details traffic volumes at intersections that directly access the development site from public streets. The highest volume access would be the site access on State Street, The State Street access is aligned with the entrance to the parking structure and one of the Block 2 driveways on the south side of State Street. It would accommodate 986 vehicles on the average weekday and 39 vehicles entering and 39 vehicles exiting Block 1 in the peak PM hour period. Since the SUD Phase 3 development is currently constructing the public streets that will provide access to both the Block 1 development and the Block 2 development it is possible that both blocks will be developed in the same time frame. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 13 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 14 A previous study for Block 1 and Block 2 (aka Block 5) was completed in 2016 with a TIS update submitted in 2018. Since 2018, the S 11th Avenue connection between Graf Street and Stucky Road was opened along with an extension to Arnold Street. Because of the new street links and changes to land uses and access points within Block 1, it was determined that a revised traffic assignment model was necessary to determine traffic volumes at the external intersections and accesses to Block 1. Figure 5 summarizes the traffic assignments at the site accesses. Figure 5 indicates that the access on State Street would be the highest volume access with 78 vehicles entering and exiting. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 15 A new TIS for Block 2 was completed and submitted in September 2022. The 2022 Block 2 TIS included revised numbers for the residential land use. Trip generation numbers and traffic assignment volumes contained in that study were used in the assessment of traffic impacts within this study. TRAFFIC IMPACTS Existing Plus Development Traffic Volumes Figure 6 illustrates the combination of existing am and pm design hour traffic volumes and development generated traffic at each of the key study intersections for full development of SUD Phase 3, Block 1. Also shown in Figure 6 are the resultant AWT volumes on the study street links. When these AWT volumes are compared to Figure 2 existing volumes, the highest increase (approximately 30%) would occur on Stucky Road, west of S 11th Avenue. The average increase on the other external streets would be approximately 3 percent. It should be noted that, normally traffic impacts on streets that are less than 10% are not considered to be significant because daily traffic variations on any street routinely exceed 10%. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 16 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 17 Capacity Capacity calculations (see Appendix B) indicate that all approaches and all movements at the external intersections would be the same as existing LOS at all intersections. There would be slight variations in delay, v/c ratios, and queue lengths with no appreciable impact on overall operations at the existing intersections. Table 3 presents a summary of the MOE’s for each intersection. All the development site accesses would operate at LOS “C” or better for existing plus site traffic conditions. The S 17th Avenue approach to Kagy Boulevard would have the greatest delay of the four site accesses with 16.1 seconds per vehicle in the am hour and 13.9 in the pm hour. The LOS for that approach would operate at LOS “C” in the AM hour and LOS B in the PM hour. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q WB- Worst 13.0 B 1 WB- Worst 19.8 C 4 Overall 21.3 C 10 Overall 24.9 C 10 NB- Worst 30.7 C 6 NB- Worst 31.2 C 10 Overall 23.5 C 9 Overall 22.9 C 12 WB- Worst 30.8 C 3 WB- Worst 30.0 C 2 Overall 18.6 B 6 Overall 18.3 B 7 WB- Worst 22.5 C 5 WB- Worst 22.3 C 5 Overall 20.1 C 9 Overall 24.2 C 17 NB- Worst 28.8 C 9 WB- Worst 31.4 C 17 EB- Worst 14.5 C 1 EB- Worst 14.1 B 1 Overall 5.5 A 2 Overall 3.7 A 1 NB- Worst 6.2 A 2 SB- Worst 4.0 A 1 Overall 9.7 A 4 Overall 4.6 A 1 WB- Worst 13.1 B 4 EB- Worst 4.9 A 1 Overall 6.6 A 2 Overall 5.4 A 2 WB- Worst 6.6 A 2 EB- Worst 5.6 A 2 NB- Worst 16.1 C 1 NB- Worst 13.9 B 1 WB- Worst 13.2 B 1 WB- Worst 11.2 B 1 Kagy Boulevard & S 17th Avenue S 19th Avenue & State Street Table 5. Existing Plus Block 1 Traffic - Capacity Calculation Summary PEAK AM HOUR PEAK PM HOUR S 19th Avenue & Lincoln Street S 19th Avenue & Kagy Boulevard S 11th Avenue & Graf Street S 3rd Avenue & Graf Street S 19th Avenue & Stucky Road S 19th Avenue & Graf Street S 11th Avenue & Kagy Boulevard S 11th Avenue & Stucky Road S 11th Avenue & Arnold Atreet MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 18 Typically, two-lane streets in an urban environment can carry between 6,000 and 9,000 vehicles per day and still operate at LOS “C”. Three lane streets can carry up to 18,000 vehicles while 5 lane streets max-out at approximately 30,000. Thus, S 11th Avenue and Stucky Road, west of S19th Avenue would still be within its ideal operating range, while Kagy Boulevard is and will be well above its ideal operating range. Safety All of the site accesses would have adequate sight distance according to AASHTO geometric guidelines. Warrants for left-turn and right-turn auxiliary lanes were investigated in the previous Block 1 TIS and it was determined that none of the site accesses would be close to the minimum volumes associated with a right-turn lane. Future Conditions Plus Site Traffic The City of Bozeman’s Municipal Code (BMC) requires that all traffic impact studies analyze all arterial and collector street intersections within a 0.5-mile distance from the site development. The BMC indicates that all intersections must operate at LOS “C” or better in the future, which is defined as 15 years beyond the development year. For this development, several previous studies have been completed to develop design data for the new street construction with the study area. In addition, traffic assignment models were developed for SUD Phase 3 Blocks 2, 3, and 4 as a part of this study (see Appendix D). It was determined that the studies did not necessarily correlate, when combined. For traffic projections within the future development east of S 19th Avenue, west of S 11th Avenue, north of Kagy Boulevard, and south to and including Blackwood Grove Subdivision were included. Traffic volumes on S 19th and Kagy Boulevard were increased by a factor of 1.35 (1.5% annual growth for 15 years). In cases where developments within the study are part of the growth factor, some traffic balancing was used to provide reasonable estimates of future traffic volumes at the key study intersections. Figure 7 illustrates the resulting traffic projections on the external intersections. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 19 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 20 Future External Street Capacity Table 6 presents a summary of the MOE’s for each intersection in the year 2037. In calculating the future capacity, it was assumed that all the future street improvements and extensions would be constructed as currently planned. As previously mentioned, the intersection improvements on Kagy Boulevard are not known at the present time and it can only be assumed that the design of future improvements will include all future development traffic that could impact future operations. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q SB- Worst 18.3 C 4 WB- Worst 29.3 D 7 NA Overall 34.3 C 11 Overall 32.7 C 16 WB- Worst 45.4 D 4 WB- Worst 41.1 D 4 EB- Worst 15.2 C 1 EB- Worst 16.3 C 1 Overall 28.4 C 9 Overall 20.9 C 8 NB- Worst 33.4 C 8 NB- Worst 22.3 C 6 NA EB- Worst 56.7 F 7 EB- Worst 37.4 E 6 Overall 7.2 A 3 Overall 4.2 A 1 NB- Worst 8.3 A 3 SB- Worst 4.4 A 1 Overall 8.5 A 4 Overall 5.8 A 2 WB- Worst 11.1 B 4 EB- Worst 6.6 A 2 Overall 9.4 A 4 Overall 7.0 A 2 NB- Worst 10.3 B 4 EB- Worst 7.4 A 2 NB- Worst 13.1 C 1 NB- Worst 10.5 B 1 WB- Worst 12.1 B 1 WB- Worst 12.1 B 1 S 11th Avenue & Graf Street S 3rd Avenue & Graf Street S 19th Avenue & Arnold Street S 19th Avenue & Graf Street S 11th Avenue & Kagy Boulevard S 11th Avenue & Stucky Road S 11th Avenue & Arnold Atreet S 19th Avenue & Stucky Road Table 6. Future Year 2037 External Intersections Capacity Calculation Summary PEAK AM HOUR PEAK PM HOUR S 19th Avenue & Lincoln Street S 19th Avenue & Kagy Boulevard Kagy Boulevard & S 17th Avenue S 19th Avenue & State Street MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 21 Table 6 indicates that all intersections would operate at an overall LOS “C” or better in the year 2037. However, individual approach lanes at three intersections would operate at a LOS below “C.” The westbound approach from Lincoln Lane onto S 19th Avenue would operate at LOS “D” in the peak PM hour period with a maximum queue of 7 vehicles. There are no HCM methods to calculate the overall LOS of two-way stop-controlled intersections. However, the Lincoln Stret approach is only 10% of the traffic entering the intersection in the peak PM hour so the overall delay of the intersection would be much less than the LOS “D” criteria. Both the eastbound and westbound approaches at the intersection of S 19th Avenue and Stucky Road would operate at LOS “D” during the peak AM and PM hours of operation. Since the eastbound approach left turn lane can only accommodate 6 vehicles and future projections indicate that the maximum queue length would be as high as 11 vehicles, the eastbound approach could be considered a concern for future operations. At the intersection of Stucky Road and S 11th Avenue the eastbound approach would operate at LOS “F” during the AM and LOS “E” during the PM hour periods in the year 2037. Improvements to that intersection would be required. However, lane additions or any significant physical changes would be difficult to achieve considering that the current roadside development structures would be significant impediments to expansion of the intersection area. In this case, a traffic signal would be a practical solution to excessive vehicle delays. It would also accommodate significant pedestrian traffic at this intersection. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 22 Future Block 1 Access Traffic Projections Figure 8 illustrates future year 2037 traffic projections at the site access intersections. The volumes include thru-traffic on S 19th Avenue, Kagy Boulevard and S 17th Avenue on the overall traffic projections for all SUD Phase 3 development and future year external street projections. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 23 Future Block 1 Access Capacity Table 7 presents the results of capacity calculations for the site access intersections based on Figure 8 traffic projections. All site access intersections would operate at LOS “B” or better given projected future traffic volumes. All accesses would operate with maximum queues of one vehicle in the access approach. None of the site access would block adjacent intersections or backup traffic on public streets. CONCLUSIONS & RECOMMENDATIONS Development of the SUD Phase 3 Block 1 property would not cause additional impacts to the safety and efficiency of any of the area streets or intersections. However, Block 1 development would contribute a small portion to future traffic generated by development of the remaining SUD Phase 3 properties and other developments planned within the area south of Stucky Road. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q NB- Worst 12.4 B 1 NB- Worst 10.2 B 1 EB- Worst 8.5 A 1 EB- Worst 8.5 A 1 EB- Worst 8.8 A 1 EB- Worst 8.8 A 1 Overall 3.9 A 1 Overall 4.2 A 1 WB- Worst 3.9 A 1 EB- Worst 4.6 A 1 SB- Worst 9.0 A 1 NB- Worst 9.1 A 1 S 17th Avenue & Stucky Road Stucky Road & Access East of S 19th Avenue Table 7. Future Year 2037 Site Access Intersections Capacity Calculation Summary PEAK AM HOUR PEAK PM HOUR S 17th Avenue & Access South of Kagy S 17th Avenue & State Street Kagy Boulevard & West Access MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 1 Traffic Impact Study Page 24 Future traffic (year 2037) on area streets is projected to impact some intersections as developments are constructed and external area traffic demand increases. Future improvements to Kagy Boulevard have not yet been determined to any specific degree but will eventually be required as a key element in the future areawide transportation system. The intersection of S 19th Avenue & Stucky Road will require future modifications due to continued traffic growth on Stucky Road west of S 19th Avenue. That section of road is currently at the maximum LOS limits for a two-lane roadway. Future traffic projections indicate that the minimum street section would need be a three- lane facility with added lanes at its intersection with S 19th Avenue. The future construction of S 27th Avenue from Graf Street to Kagy Boulevard could also reduce traffic demands on Stucky Road. Future improvements would also be required on S 19th Avenue to add an additional southbound lane on the western half of the roadway section between Stucky Road and Arnold Street. The intersection of Stucky Road and S 11th Avenue would have capacity issues as developments continue in the future. Because of geometric constraints additional lanes or a roundabout would not be possible. The most practical mitigation would be installation of a basic two-phase signal, which would allow efficient intersection operations while providing protected pedestrian crossing to accommodate the higher pedestrian travel demands expected at that intersection. APPENDIX A Traffic Counts & Projections Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 1 197 76 15 0 0 15 171 1100 477 7:45 AM 2 240 68 18 0 0 12 231 0100 572 8:00 AM 6 238 50 22 0 0 6 280 4210 609 8:15 AM 4 182 38 20 0 0 3 233 1000 481 8:30 AM 1 164 52 19 0 0 7 171 1100 416 8:45 AM 4 225 66 16 0 0 4 186 1100 503 9:00 AM 2 202 87 17 0 0 7 170 1200 488 9:15 AM 1 153 50 33 0 0 2 172 0300 414 Peak AM = 13 857 232 75 0 0 36 915 6410 2139 PHF = 0.88 4:00 PM 0 230 54 93 0 0 6 202 2100 588 4:15 PM 2 206 43 85 0 0 2 229 0300 570 4:30 PM 0 242 33 91 0 0 5 226 0300 600 4:45 PM 2 227 46 56 0 0 5 242 0300 581 5:00 PM 2 249 43 67 0 0 6 216 0400 587 5:15 PM 1 253 45 58 0 0 3 271 0400 635 5:30 PM 0 268 68 71 0 0 11 177 0200 597 5:45 PM 2 222 69 72 0 0 10 214 1100 591 Peak PM = 5 992 225 268 0 0 30 878 1 11 0 0 2410 PHF = 0.95 Southbound Westbound Northbound Eastbound S 19th Avenue West Lincoln Street S 19th Avenue West Lincoln Street Site Code Project SUD Prpoerties Study Name 19th Avenue and West Lincoln Street Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 6 54 122 64 2 27 79 117 7345 490 7:45 AM 9 97 125 66 4 34 82 166 17 0 6 9 615 8:00 AM 13 105 92 85 5 34 48 200 6127 598 8:15 AM 7 70 105 75 5 52 68 142 4206 536 8:30 AM 7 68 75 77 4 28 50 86 8336 415 8:45 AM 9 84 109 64 4 39 46 98 8 2 6 13 482 9:00 AM 5 72 110 70 2 27 53 86 5 4 2 10 446 9:15 AM 5 62 82 79 8 21 34 76 3118 380 Peak AM = 35 326 444 290 16 147 277 625 34 6 12 27 2239 PHF = 0.91 4:00 PM 2 128 91 112 2 49 27 105 2 0 1 14 533 4:15 PM 4 107 80 131 4 55 26 84 2 4 4 10 511 4:30 PM 4 135 91 129 5 52 40 98 1 6 8 11 580 4:45 PM 2 120 82 115 2 61 48 104 2 3 6 23 568 5:00 PM 2 137 92 125 1 55 54 82 1 8 8 17 582 5:15 PM 0 140 93 124 4 72 62 113 2696 631 5:30 PM 6 155 91 86 2 53 61 98 1736 569 5:45 PM 2 119 94 99 3 44 46 97 2255 518 Peak PM = 8 532 358 493 12 240 204 397 6 23 31 57 2361 PHF = 0.94 Southbound Westbound Northbound Eastbound S 19th Avenue W Kagy Blvd S 19th Avenue W Kagy Blvd Site Code Project SUD Properties Study Name 19th Avenue and Kagy Blvd Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 47 35 114 27 21 99 343 7:45 AM 54 74 149 32 24 118 451 8:00 AM 54 86 179 47 36 80 482 8:15 AM 63 70 149 37 13 72 404 8:30 AM 36 61 81 17 21 70 286 8:45 AM 66 61 92 16 19 66 320 9:00 AM 53 47 97 14 7 65 283 9:15 AM 33 56 67 16 6 46 224 Peak AM = 218 265 591 143 94 369 1680 PHF = 0.87 4:00 PM 73 97 71 17 15 68 341 4:15 PM 59 108 79 23 22 41 332 4:30 PM 93 105 77 21 21 68 385 4:45 PM 74 112 92 21 21 76 396 5:00 PM 82 121 71 20 21 71 386 5:15 PM 94 128 107 23 13 79 444 5:30 PM 91 125 65 16 12 91 400 5:45 PM 66 111 85 15 20 64 361 Peak PM = 341 486 335 80 67 317 1626 PHF = 0.92 Southbound Westbound Northbound Eastbound S 19th Avenue n/a S 19th Avenue Stucky Road Site Code Project SUD Properties Study Name 19th Avenue and Stucky Road Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 5 17 30 31 1 3 7 91 1 1 7 26 220 7:45 AM 3 42 53 52 3 3 21 109 1 2 11 17 317 8:00 AM 6 44 67 87 7 4 21 131 5 1 20 17 410 8:15 AM 7 46 23 70 8 7 6 85 0 0 13 9 274 8:30 AM 10 41 27 27 5 3 9 65 5 1 6 17 216 8:45 AM 16 40 20 21 2 3 2 68 1 1 9 17 200 9:00 AM 3 33 16 24 3 5 7 67 2 0 5 14 179 9:15 AM 5 37 18 24 6 3 5 51 0 1 2 11 163 Peak AM = 21 149 173 240 19 17 55 416 7 4 51 69 1221 PHF = 0.74 4:00 PM 13 65 36 29 10 3 1 41 3 3 8 18 230 4:15 PM 20 76 27 42 10 11 4 46 0 0 6 16 258 4:30 PM 12 79 41 29 9 13 2 57 1 2 4 13 262 4:45 PM 19 69 40 30 7 4 4 75 1 2 5 13 269 5:00 PM 16 79 50 25 11 21 3 47 2 3 11 15 283 5:15 PM 28 85 28 39 21 13 6 73 2 3 6 14 318 5:30 PM 17 82 31 21 10 12 6 56 4199258 5:45 PM 13 77 33 19 6 6 5 69 0 2 3 10 243 Peak PM = 75 312 159 123 48 51 15 252 6 10 26 55 1132 PHF = 0.89 Study Name 19th Avenue and Graf Street Start Date 04/05/2022 Start Time 7:30 AM Site Code Project SUD Properties Southbound Westbound Northbound Eastbound S 19th Avenue Graf Street S 19th Avenue Graf Street Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 3 14 11 23 84 1 20 32 15 13 161 4 381 7:45 AM 5 18 17 18 87 2 29 41 13 21 170 12 433 8:00 AM 10 25 16 25 96 3 18 66 31 14 102 11 417 8:15 AM 5 24 20 17 92 1 18 50 22 21 127 8 405 8:30 AM 6 15 16 21 92 9 13 29 15 10 106 14 346 8:45 AM 8 17 23 15 84 6 12 25 17 19 119 20 365 9:00 AM 8 20 17 22 78 5 23 54 13 18 125 21 404 9:15 AM 8 16 25 35 91 8 17 22 13 8 84 18 345 Peak AM = 23 81 64 83 359 7 85 189 81 69 560 35 1636 PHF = 0.94 4:00 PM 17 45 28 36 115 16 22 31 20 15 109 14 468 4:15 PM 19 41 39 28 126 16 16 37 30 20 99 7 478 4:30 PM 23 51 41 29 125 13 11 28 24 16 107 17 485 4:45 PM 18 34 41 31 118 8 19 26 26 22 118 15 476 5:00 PM 23 56 40 31 119 11 10 38 31 25 124 15 523 5:15 PM 28 46 41 38 131 16 14 41 21 20 128 19 543 5:30 PM 26 52 47 29 88 12 10 42 19 19 102 16 462 5:45 PM 20 39 46 34 100 17 20 41 21 16 115 18 487 Peak AM = 92 187 163 129 493 48 54 133 102 83 477 66 2027 PHF = 0.93 Southbound Westbound Northbound Eastbound S 11th Avenue W Kagy Blvd S 11th Avenue W Kagy Blvd Site Code Project SUD Properties Study Name S 11th Ave and Kagy Blvd Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 4 21 41 0 0 19 85 7:45 AM 2 30 61 0 0 16 109 8:00 AM 1 36 101 1 1 9 149 8:15 AM 2 32 82 2 0 5 123 8:30 AM 7 20 39 0 2 12 80 8:45 AM 4 25 36 0 0 9 74 9:00 AM 6 28 51 3 0 28 116 9:15 AM 4 21 27 0 0 8 60 Peak AM = 9 119 285 3 1 49 466 PHF = 0.78 4:00 PM 14 48 35 0 0 17 114 4:15 PM 18 48 45 2 1 9 123 4:30 PM 16 58 23 0 2 13 112 4:45 PM 10 43 34 0 2 14 103 5:00 PM 21 67 48 0 2 11 149 5:15 PM 12 50 40 0 0 17 119 5:30 PM 13 53 42 2 0 10 120 5:45 PM 10 51 39 3 1 21 125 Peak PM = 56 221 169 5 3 59 513 PHF = 0.86 Study Name 11th Avenue and Stucky Road Start Date 04/05/2022 Start Time 7:30 AM Site Code Project SUG Developmemts Southbound Westbound Northbound Eastbound S 11th Avenue n/a S 11th Avenue Stucky Road Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 8 6 3 1 6 18 42 7:45 AM 7 7 6 3 12 38 73 8:00 AM 21 8 22 14 42 72 179 8:15 AM 20 4 16 7 9 65 121 8:30 AM 11 1 3 2 1 26 44 8:45 AM 5 3 5 1 1 15 30 9:00 AM 11 3 7 2 0 30 53 9:15 AM 11 3 2 0 2 10 28 Peak AM = 59 20 47 26 64 201 417 PHF = 0.58 4:00 PM 25 5 4 4 3 14 55 4:15 PM 22 3 9 3 2 14 53 4:30 PM 28 6 2 7 3 10 56 4:45 PM 26 8 4 0 5 11 54 5:00 PM 45 7 4 9 3 6 74 5:15 PM 37 8 3 1 4 24 77 5:30 PM 26 7 6 1 4 21 65 5:45 PM 22 8 3 0 1 15 49 Peak PM = 134 30 17 11 16 62 270 PHF = 0.88 Southbound Westbound Northbound Eastbound S 11th Avenue Arnold Street S 11th Avenue n/a Site Code Project SUD Properties Study Name S 11th Street and Arnold Street Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 2159240049112114100 7:45 AM 3 1 6 22 40 0 4 11 15 24 34 19 179 8:00 AM 13 14 11 42 57 2 10 46 47 44 42 29 357 8:15 AM 8 9 11 28 36 1 2 21 21 8 19 17 181 8:30 AM 815820215762713103 8:45 AM 2135191438313769 9:00 AM 54392301783141592 9:15 AM 3174160127418568 AM Peak = 32 25 33 100 153 5 17 83 90 82 122 78 820 PHF = 0.57 4:00 PM 13 6 10 5 19 3 0 6 14 12 27 5 120 4:15 PM 15 4 5 4 36 42787274123 4:30 PM 24 2 8 3 29 201214239117 4:45 PM 10 8 10 7 24 232613308123 5:00 PM 30 10 13 4 24 21269444149 5:15 PM 15 13 12 14 42 3 1 4 14 14 25 9 166 5:30 PM 10 5 13 8 25 202691915114 5:45 PM 768717305811264102 PM Peak = 79 33 43 28 119 9 5 9 28 50 122 30 555 PHF = 0.84 Southbound Westbound Northbound Eastbound S 11th Avenue W Graf Street S 11th Avenue W Graf Street Site Code Project SUD Developments Study Name 11th Avenue and Graf Street Start Date 04/05/2022 Start Time 7:30 AM Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:30 AM 17 13 20 14 16 11 91 7:45 AM 20 29 27 43 19 24 162 8:00 AM 26 75 58 84 49 19 311 8:15 AM 16 30 56 38 18 17 175 8:30 AM 14 10 16 13 10 22 85 8:45 AM 13 8 16 8 4 15 64 9:00 AM 21 3 14 12 7 13 70 9:15 AM 16 5 24 2 16 10 73 Peak AM = 79 147 161 179 102 71 739 PHF = 0.59 4:00 PM 17 12 21 11 22 14 97 4:15 PM 20 19 15 21 13 21 109 4:30 PM 20 13 13 13 12 20 91 4:45 PM 22 17 18 13 23 21 114 5:00 PM 19 25 10 8 30 22 114 5:15 PM 38 27 35 29 11 29 169 5:30 PM 25 14 11 10 14 19 93 5:45 PM 23 12 7 6 14 15 77 Peak PM = 104 83 74 60 78 91 490 PHF = 0.72 Southbound Westbound Northbound Eastbound n/a W Graf Street S 3rd Avenue W Graf Street Site Code Project SUD Properties Study Name Graf St and 3rd Ave Start Date 04/05/2022 Start Time 7:30 AM 2022 AM HOUR TRAFFIC COUNTS 2092 NORTH 1102 990 13 857 232 19 0 75 75 24 1 344 5 4 269 6 915 36 861 957 1818 1747 475 805 942 168 270 307 35 326 444 23 81 64 85 27 290 453 463 35 83 449 130 12 16 1186 1127 560 359 1158 45 6 147 733 664 69 7 709 34 625 277 81 189 85 479 936 157 270 355 1415 512 1443 462 483 960 128 334 218 265 9 119 361 369 0 12 49 0 824 0 62 0 463 94 0 50 1 0 143 591 3 285 359 734 120 288 1093 408 0 327 0 0 79 248 59 20 0004773 0 0 0 157 0002684 201 64 0 0 85 265 0 350 1068 351 0 343 725 90 261 0 0 21 149 173 32 25 33 47 69 240 276 275 78 100 258 258 226 171 51 19 555 557 122 153 430 431 71 79 458 124 4 17 279 282 82 5 172 173 102 147 232 7 416 55 90 83 17 179 161 170 478 112 190 249 340 648 302 589 S 19th Avenue S 3rd Avenue STUCKY ROADSTUCKY ROAD GRAF STREET GRAF STREET GRAF SREET WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD ARNOLD STREET S 11th Avenue 2022 PM HOUR TRAFFIC COUNTS 2368 NORTH 1222 1146 5 992 225 6 0 268 268 17 0 523 11 11 255 1 878 30 1003 909 1912 1925 770 978 947 442 320 328 88 532 358 92 187 163 106 57 493 745 687 66 129 670 217 31 12 1338 1313 477 493 1364 111 23 240 593 626 83 48 694 6 397 204 102 133 54 795 607 318 320 289 1402 607 1479 505 827 652 277 228 341 486 56 221 421 317 0 61 59 0 805 0 123 0 384 67 0 62 3 0 80 335 5 169 553 415 224 174 968 398 0 243 0 0 164 79 134 30 0001728 00074 0001146 62 16 0 0 145 78 0 223 976 222 0 546 430 155 67 0 0 75 312 159 79 33 43 129 55 123 222 226 30 28 156 164 187 220 26 48 422 428 122 119 326 333 91 104 352 91 10 51 200 202 50 9 170 169 78 83 165 6 252 15 28 9 5 60 74 373 273 92 42 161 134 646 134 295 S 19th Avenue GRAF STREET GRAF STREET GRAF SREET S 11th Avenue S 3rd Avenue STUCKY ROAD STUCKY ROAD ARNOLD STREET WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD 2022 AM HOUR TRAFFIC COUNTS BALANCED 2092 NORTH 1102 990 13 857 232 19 0 75 75 24 1 344 5 4 269 6 915 36 861 957 1818 1760 475 809 951 168 270 307 35 330 444 23 81 64 86 27 290 453 463 35 83 449 131 12 16 1190 1127 560 359 1158 45 6 147 737 664 69 7 709 35 634 281 81 189 85 483 950 157 270 355 1433 512 00 1433 462 483 950 128 334 218 265 9 119 359 369 0 12 49 0 818 0 62 0 459 90 0 50 1 0 141 581 3 285 355 722 120 288 1077 408 00 0 327 0 0 82 245 62 20 0004774 0 0 0 157 0002783 198 63 0 0 89 261 0 350 00 1077 350 0 355 722 89 261 0 0 22 155 178 31 25 33 48 68 236 272 0 272 78 100 257 ‐1 258 226 171 51 19 557 557 124 152 431 431 71 79 458 123 4 17 285 0 285 83 5 174 1 173 102 147 232 7 418 56 89 83 17 179 161 176 481 113 189 249 340 657 302 589 S 19th Avenue S 3rd Avenue STUCKY ROADSTUCKY ROAD GRAF STREET GRAF STREET GRAF SREET ARNOLD STREET WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD S 11th Avenue 2022 PM HOUR TRAFFIC COUNTS BALANCED 2368 NORTH 1222 1146 5 992 225 6 0 268 268 17 0 523 11 11 255 1 878 30 1003 909 1912 1959 770 994 965 442 320 328 88 548 358 92 187 163 106 57 493 755 687 66 129 670 217 31 12 1356 1313 477 493 1364 111 23 250 601 626 83 48 694 6 415 212 102 133 54 821 633 318 320 289 1454 607 00 1454 505 821 633 277 228 337 484 56 221 419 305 0 61 59 0 793 0 123 0 374 69 0 62 3 0 82 328 5 169 553 410 224 174 963 398 0 246 0 0 169 77 139 30 0001729 00073 0001244 60 14 0 0 151 74 0 225 00 00 963 225 0 553 410 151 74 0 0 76 316 161 76 33 42 132 51 119 220 0 220 32 31 157 0 157 183 220 27 50 424 424 122 117 326 326 91 100 348 88 10 51 204 0 204 50 9 169 0 169 78 83 165 6 240 16 27 11 5 57 74 377 262 92 43 161 131 639 135 292 S 19th Avenue GRAF STREET GRAF STREET GRAF SREET S 11th Avenue S 3rd Avenue WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD STUCKY ROAD STUCKY ROAD ARNOLD STREET 2022 AM HOUR TRAFFIC COUNTS FACTORED TO AWT 2259 Factor = 1.08 NORTH 1190 1069 14 926 251 21 0 81 81 26 1 372 5 4 291 6 988 39 930 1034 1963 1901 513 874 1027 181 292 332 38 356 480 25 87 69 93 29 313 489 500 38 90 485 141 13 17 1285 1217 605 388 1251 49 6 159 796 717 75 8 766 38 685 303 87 204 92 522 1026 170 292 383 1548 553 00 1548 499 522 1026 138 361 235 286 10 129 388 399 0 13 53 0 883 0 67 0 496 97 0 54 1 0 152 627 3 308 383 780 130 311 1163 441 00 0 353 0 0 89 265 67 22 0005180 0 0 0 170 0002990 214 68 0 0 96 282 0 378 00 1163 378 0 383 780 96 282 0 0 24 167 192 33 27 36 52 73 255 294 0 294 84 108 278 ‐1 279 244 185 55 21 602 602 134 164 465 465 77 85 495 133 4 18 308 0 308 90 5 188 1 187 110 159 251 8 451 60 96 90 18 193 174 190 519 122 204 269 367 710 326 636 S 19th Avenue WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD STUCKY ROAD STUCKY ROAD ARNOLD STREET S 11th Avenue S 3rd Avenue GRAF STREET GRAF STREET GRAF SREET 2022 PM HOUR TRAFFIC COUNTS FACTORED TO AWT 2557 Factor = 1.08 NORTH 1320 1238 5 1071 243 PM to AWT Factor 6 0 289 289 187.3 18 0 565 5761 12 12 275 1 948 32 Graf, Stucky, S 3rd = 1083 982 2065 2116 832 1074 1042 477 346 354 95 592 387 99 202 176 114 62 532 815 742 71 139 724 2742 234 33 13 1464 18452 1418 515 532 1473 18561 120 25 270 649 676 90 52 750 6 448 229 110 144 58 887 684 343 346 312 1570 656 1570 545 887 684 299 246 364 523 60 239 453 329 0 66 64 0 8564 856 0 1355 133 0 404 75 0 67 3 0 89 354 5 183 597 443 242 188 1040 430 0 266 0 0 183 83 150 32 0001831 00079788 0001348 65 15 0 0 163 80 0 243 1040 243 0 597 443 163 80 0 0 82 341 174 82 36 45 143 55 129 238 238 35 33 170 170 198 2376 238 29 54 458 4579 458 132 126 352 3521 352 98 108 376 3758 95 11 55 220 220 54 10 183 183 84 90 178 6 259 17 29 12 5 62 80 407 283 99 46 174 141 690 146 315 3154 S 19th Avenue S 3rd Avenue 6687 4384 2479 18373 12168 12168 8074 29922 WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD S 19th = Kagy = S 11th = 11.7 12.6 10.2 10.0 24754 8482 STUCKY ROAD STUCKY ROAD ARNOLD STREET 1487 S 11th Avenue GRAF STREET GRAF STREET GRAF SREET 2023 AM Traffic with Stucky Extension & S 17th  2259 Factor = 1.08 NORTH 1190 1069 14 926 251 21 0 81 81 26 1 372 5 4 291 6 988 39 930 1034 1963 1901 513 874 977 181 292 332 38 356 470 25 87 69 93 29 263 489 500 38 90 485 141 13 17 1285 1217 605 388 1251 49 6 139 796 717 65 8 766 38 685 243 20 240 92 522 1026 170 292 383 1548 553 00 1548 499 522 1034 138 361 215 286 10 28 129 388 339 68 0 13 85 0 883 60 25 0 67 0 496 97 10 0 54 10 0 152 627 25 75 338 383 780 130 311 1163 441 00 0 353 0 0 89 265 67 22 0005180 0 0 0 170 0002990 214 68 0 0 96 282 0 378 00 1163 378 0 383 780 96 282 0 0 24 167 192 33 27 36 52 73 255 294 0 294 84 108 278 ‐1 279 244 185 55 21 602 602 134 164 465 465 77 85 495 133 4 18 308 0 308 90 5 188 1 187 110 159 251 8 451 60 96 90 18 193 174 190 519 122 204 269 367 710 326 636 S 19th Avenue S 11th Avenue S 3rd Avenue GRAF STREET GRAF STREET GRAF SREET STUCKY ROAD STUCKY ROAD ARNOLD STREET WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD 2023 PM Traffic with Stucky Extension & S 17th  2557 NORTH 1320 1238 5 1071 243 6 0 289 289 187 18 0 565 5761 12 12 275 1 948 32 1083 982 2065 2116 832 1074 1042 477 346 354 95 642 337 99 202 176 114 62 532 815 742 71 139 724 2742 234 33 13 1464 18452 1418 515 532 1473 18561 120 25 255 649 676 90 52 750 6 448 157 60 144 58 887 684 343 346 312 1570 656 1570 545 887 684 299 246 364 523 50 60 230 453 229 41 0 66 86 0 8564 856 50 21 0 1355 133 0 404 75 15 0 67 3 0 89 354 22 39 139 597 443 242 188 1040 24% 430 1040 266 597 443 183 83 597 140 32 0001831 00079788 0001348 443 65 15 597 443 163 80 1040 243 1040 243 0 597 443 163 80 0 0 82 341 174 70 36 45 143 55 129 238 238 35 33 170 170 198 2376 238 29 54 458 4579 458 132 126 352 3521 352 98 108 376 3758 95 11 45 220 220 54 10 183 183 84 90 178 6 259 17 29 12 5 62 80 407 283 99 46 174 141 690 146 315 3154 S 19th Avenue S 3rd Avenue 29922 WEST LINCOLN 24754 8482 KAGY BOLEVARD KAGY BOULEVARD 18373 6687 STUCKY ROAD STUCKY ROAD 12168 4384 GRAF SREET 8074 1487 S 11th Avenue ARNOLD STREET 12168 2479 GRAF STREET GRAF STREET 2037 AM HOUR TRAFFIC PROJECTIONS 3108 Factor = NORTH 1629 1478 19 1272 339 27 0 109 109 34 2 0 503 7 5 0 393 8 1369 53 1277 1430 2707 2542 747 1188 1354 252 450 494 51 487 649 34 126 93 128 39 355 566 585 49 122 666 194 19 KAGY BOULEVARD 23 1562 1540 819 524 1719 66 8 188 996 956 88 20 1053 54 960 328 27 324 140 683 1342 234 450 491 2025 725 2141 656 698 1443 204 452 290 386 22 54 150 0 544 471 111 192 163 131 0 0 1238 92 49 342 321 0 0 0 694 131 32 150 158 27 0 0 205 861 36 109 321 0 549 1103 177 431 1652 608 1687 468 611 1076 191 277 32 473 34 34 92 41 46 77 108 119 132 20 22 101 146 6 4 179 188 28 47 231 100 17 7 60 55 7 32 130 9 891 20 51 250 61 496 921 131 362 1417 493 1601 536 0 532 1069 140 396 0 0 32 238 262 45 36 59 0 0 0 67 101 350 402 401 113 157 390 385 0 0 332 248 74 28 819 819 184 227 657 649 108 117 675 181 5 24 417 419 122 7 267 265 157 215 343 7 618 81 130 126 24 267 0 235 267 706 165 279 371 502 974 444 873 S 19th Avenue 1.35 WEST LINCOLN STUCKY ROAD ARNOLD STREET KAGY BOULEVARD STUCKY ROAD ARNOLD STREET S 11th Avenue S 3rd Avenue GRAF STREET GRAF STREET GRAF STREET 2037 PM HOUR TRAFFIC PROJECTIONS 3561 Factor = NORTH 1840 1721 7 1505 328 PM to AWT Factor 8 0 390 390 247.86 24 0 0 761 7766 16 16 0 371 1 1331 43 Graf, Stucky, S 3rd = 1521 1376 2897 2970 1164 1509 1461 667 490 497 128 884 497 134 296 238 158 84 718 1022 960 115 188 1003 3743.4 320 47 KAGY BOULEVARD 18 1778 22402 1906 710 KAGY BOULEVARD 718 2037 25668 162 31 286 756 946 122 97 1034 12 659 212 108 194 86 1202 883 514 490 389 2084 903 2167 832 1260 907 441 390 433 707 119 131 311 0 612 309 65 194 204 203 0 0 11192 1119 97 58 460 4365 428 0 0 0 508 101 72 266 224 22 0 0 120 533 50 73 188 0 880 703 332 261 1584 593 1511 350 858 653 225 125 79 664 115 20 132 47 93 54 73 111 96 27 19 61 1615 162 4 4 278 2781 190 47 35 162 1620 69 11 34 167 95 20 7 101 9 527 49 41 95 7 709 585 159 142 1294 301 1330 352 0 721 609 220 132 0 0 119 352 250 95 51 74 0 0 0 200 82 162 302 304 47 59 243 255 0 0 275 3361.5 336 39 GRAF STREET 73 614 6143 617 193 GRAF STREET 170 517 5171 527 140 GRAF STREET 154 524 5238 136 15 68 312 313 73 14 274 271 131 122 248 8 365 23 39 26 7 101 0 108 435 396 138 72 252 209 830 209 462 4617 S 19th Avenue 41667 33896 S 11th Avenue S 3rd Avenue STUCKY ROAD STUCKY ROAD ARNOLD STREET ARNOLD STREET 1.35 WEST LINCOLN S 19th =11.7 Kagy =12.6 S 11th =10.2 10.0 24387 18528 15134 9714 11870 9212 6045 3071 2134 APPENDIX B-1 Existing Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/29/2022 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed AM Hour Existing Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1,2,3,& 4 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)4 81 0 6 988 39 0 251 926 14 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 92 7 285 Capacity, c (veh/h)538 543 814 818 v/c Ratio 0.01 0.17 0.01 0.35 95% Queue Length, Q₉₅ (veh)0.0 0.6 0.0 1.6 Control Delay (s/veh)11.8 13.0 9.5 11.7 Level of Service (LOS)B B A B Approach Delay (s/veh)11.8 13.0 0.1 2.5 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/5/2022 2:20:23 PM19th & Lincoln AM Exist.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 4/29/2022 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed PM Hour Existing Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1,2,3,& 4 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)12 289 0 1 948 32 0 243 1071 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 304 1 256 Capacity, c (veh/h)538 543 814 818 v/c Ratio 0.02 0.56 0.00 0.31 95% Queue Length, Q₉₅ (veh)0.1 3.4 0.0 1.3 Control Delay (s/veh)11.9 19.8 9.4 11.4 Level of Service (LOS)B C A B Approach Delay (s/veh)11.9 19.8 0.0 2.1 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 5/5/2022 2:21:32 PM19th & Lincoln PM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin AM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy AM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 29 0.94 0 13 0.94 0 6 0.94 0 159 0.94 0 17 0.94 0 313 0.94 0 38 0.94 0 685 0.94 0 303 0.94 0 480 0.94 0 356 0.94 0 35 0.94 0 0 0 0 0 --- --- 140 5 0 0 --- --- 120 1 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP R L L R LTR LTP LTP 0 18.0 3.5 1.5 6.0 4.0 0.0 15.0 4.0 2.0 23.0 4.0 2.0 Actuated 83.0 Sec 17.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 306 0.022 0.217 L 0.101 26.1 C 25.9 C T 412 0.007 0.217 T 0.034 25.7 C R 350 0.004 0.217 R 0.017 25.6 C WB * L 308 0.119 0.217 L 0.549 30.1 C 18.9 B T 412 0.009 0.217 T 0.044 25.7 C R 951 0.114 0.590 R 0.193 7.9 A NB Lper 269 0.000 0.277 30.5 C Lpro 130 0.022 0.072 L 0.100 18.5 B * T 1000 0.202 0.277 T 0.729 31.8 C R 447 0.121 0.277 R 0.436 27.7 C SB Lper 109 0.000 0.349 18.9 B * Lpro 544 0.283 0.301 L 0.783 25.6 C TR 1891 0.115 0.530 TR 0.217 10.6 B Intersection: Delay = 23.9sec/veh Int. LOS=C Xc= 0.76 * Critical Lane Group (v/s)Crit= 0.60 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin AM Hour Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 6.2 0.0 T 0 / 1 13.4 0.0 R 0 / 0 0.0 0.0 All 8.8 0.0 WB L 3 / 4 6.2 0.0 T 0 / 1 25.2 0.0 R 3 / 5 15.1 0.0 All 14.9 0.0 NB L 1 / 3 13.1 0.0 T 6 / 9 11.4 0.0 R 3 / 6 12.4 0.0 All 11.6 0.0 SB L 7 / 11 7.5 0.0 TR 3 / 4 19.6 0.0 All 13.3 0.0 Intersect. 12.7 SIG/Cinema v3.08 Marvin & Associates Page 2 29 13 6 159 17 313 38 685 303 480 356 35 1 17 24 1 17 24 2 6 04 2 6 04 2 6 04 3 15 24 3 15 24 4 23 24 4 23 24 HCM Analysis Summary Existing Conditions R Marvin PM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy PM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 62 0.94 0 33 0.94 0 25 0.94 0 270 0.94 0 13 0.94 0 532 0.94 0 6 0.94 0 448 0.94 0 229 0.94 0 387 0.94 0 592 0.94 0 95 0.94 0 15 0 0 0 --- --- 240 5 0 0 --- --- 120 1 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP R L L R LTR LTP LTP 0 25.0 3.5 1.5 6.0 4.0 0.0 15.0 4.0 2.0 23.0 4.0 2.0 Actuated 90.0 Sec 17.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 393 0.047 0.278 L 0.168 24.7 C 24.4 C T 528 0.018 0.278 T 0.066 23.9 C R 449 0.007 0.278 R 0.024 23.6 C WB * L 388 0.206 0.278 L 0.740 36.0 D 21.5 C T 528 0.007 0.278 T 0.027 23.7 C R 1002 0.193 0.622 R 0.310 8.0 A NB Lper 186 0.000 0.256 30.3 C Lpro 120 0.003 0.067 L 0.020 20.9 C * T 923 0.132 0.256 T 0.517 30.8 C R 412 0.072 0.256 R 0.282 28.6 C SB Lper 183 0.000 0.322 15.0 B * Lpro 501 0.228 0.278 L 0.602 14.4 B TR 1736 0.198 0.489 TR 0.406 15.4 B Intersection: Delay = 20.8sec/veh Int. LOS=C Xc= 0.70 * Critical Lane Group (v/s)Crit= 0.57 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin PM Hour Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 2 6.7 0.0 T 1 / 2 16.9 0.0 R 0 / 1 15.2 0.0 All 11.6 0.0 WB L 5 / 8 6.2 0.0 T 0 / 0 26.1 0.0 R 4 / 5 15.9 0.0 All 14.7 0.0 NB L 0 / 1 11.7 0.0 T 5 / 8 11.1 0.0 R 2 / 4 14.4 0.0 All 11.5 0.0 SB L 5 / 11 8.3 0.0 TR 5 / 7 16.4 0.0 All 13.8 0.0 Intersect. 13.3 SIG/Cinema v3.08 Marvin & Associates Page 2 62 33 25 270 13 532 6 448 229 387 592 95 1 24 24 1 24 24 2 6 04 2 6 04 2 6 04 3 15 24 3 15 24 4 23 24 4 23 24 HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 6/8/2022 Case: STUCKY & 19TH AM EXIST Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 399 0.92 2 0 0.90 2 97 0.92 2 0 0.90 2 0 0.90 2 0 0.90 2 152 0.92 2 627 0.92 5 0 0.90 2 0 0.90 2 286 0.92 5 235 0.92 2 45 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 105 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 28.0 3.5 1.5 8.0 4.0 0.0 36.0 4.0 2.0 Actuated 87.0 Sec 11.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 570 0.245 0.322 L 0.761 31.9 C 30.6 C R 509 0.036 0.322 R 0.112 20.8 C NB Lper 383 0.003 0.483 16.4 B Lpro 163 0.092 0.092 L 0.302 10.9 B * T 999 0.377 0.552 T 0.683 17.8 B SB T 749 0.172 0.414 T 0.415 19.7 B 18.9 B R 651 0.090 0.414 R 0.217 17.2 B Intersection: Delay = 21.0sec/veh Int. LOS=C Xc= 0.71 * Critical Lane Group (v/s)Crit= 0.62 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Stucky Road/S 19th Avenue 6/8/2022 Case: STUCKY & 19TH AM EXIST App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 8 / 9 6.5 0.0 R 1 / 2 23.8 0.0 All 11.1 0.0 NB L 2 / 4 12.6 0.0 T 9 / 13 13.4 0.0 All 13.3 0.0 SB T 5 / 6 14.5 0.0 R 1 / 2 21.5 0.0 All 15.7 0.0 Intersect. 13.2 SIG/Cinema v3.08 Marvin & Associates Page 2 399 97 152 627 286 235 1 27 24 2 8 04 3 36 24 3 36 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 6/8/2022 Case: STUCKY & 19TH PM EXIST Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 329 0.92 2 0 0.90 2 75 0.92 2 0 0.90 2 0 0.90 2 0 0.90 2 89 0.92 2 354 0.92 5 0 0.90 2 0 0.90 2 523 0.92 5 364 0.92 2 30 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 125 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 28.0 3.5 1.5 8.0 4.0 0.0 36.0 4.0 2.0 Actuated 87.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 570 0.202 0.322 L 0.628 26.7 C 26.0 C R 509 0.031 0.322 R 0.096 20.7 C NB Lper 179 0.000 0.483 12.6 B * Lpro 163 0.055 0.092 L 0.284 14.0 B T 999 0.213 0.552 T 0.385 12.2 B SB * T 749 0.314 0.414 T 0.758 28.9 C 26.0 C R 651 0.165 0.414 R 0.399 19.7 B Intersection: Delay = 22.2sec/veh Int. LOS=C Xc= 0.69 * Critical Lane Group (v/s)Crit= 0.57 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Stucky Road/S 19th Avenue 6/8/2022 Case: STUCKY & 19TH PM EXIST App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 8 6.7 0.0 R 1 / 2 22.2 0.0 All 11.0 0.0 NB L 1 / 2 12.5 0.0 T 5 / 6 15.9 0.0 All 15.5 0.0 SB T 8 / 10 13.7 0.0 R 1 / 2 20.2 0.0 All 14.8 0.0 Intersect. 13.8 SIG/Cinema v3.08 Marvin & Associates Page 2 329 75 89 354 523 364 1 27 24 2 8 04 3 36 24 3 36 24 HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 6/8/2022 Case: Graf & 19th AM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 73 0.75 2 55 0.75 2 4 0.75 2 18 0.75 2 21 0.75 2 255 0.75 2 8 0.75 2 451 0.75 5 60 0.75 2 192 0.75 2 167 0.75 5 24 0.75 2 0 5 0 0 --- --- 115 0 0 0 --- --- 20 5 0 0 --- --- 5 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 265 0.094 0.257 L 0.366 21.6 C 21.0 C TR 474 0.042 0.257 TR 0.165 20.2 C WB L 337 0.018 0.257 L 0.071 19.7 B 22.5 C * TR 417 0.133 0.257 TR 0.516 22.8 C NB Lper 420 0.000 0.429 20.4 C Lpro 329 0.006 0.186 L 0.015 5.4 A * TR 1164 0.193 0.343 TR 0.562 20.7 C SB Lper 205 0.000 0.429 13.5 B * Lpro 329 0.145 0.186 L 0.479 10.4 B TR 1161 0.073 0.343 TR 0.214 16.7 B Intersection: Delay = 18.6sec/veh Int. LOS=B Xc= 0.60 * Critical Lane Group (v/s)Crit= 0.47 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Graf Street/S 19th Avenue 6/8/2022 Case: Graf & 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 2 7.9 0.0 TR 1 / 2 16.2 0.0 All 12.1 0.0 WB L 0 / 1 15.4 0.0 TR 2 / 5 20.0 0.0 All 19.9 0.0 NB L 0 / 2 13.4 0.0 TR 4 / 6 13.3 0.0 All 13.3 0.0 SB L 2 / 4 13.2 0.0 TR 2 / 3 15.7 0.0 All 14.8 0.0 Intersect. 14.6 SIG/Cinema v3.08 Marvin & Associates Page 2 73 55 4 18 21 255 8 451 60 192 167 24 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 6/8/2022 Case: Graf & 19th PM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 55 0.74 2 29 0.74 2 11 0.74 2 55 0.74 2 54 0.74 2 129 0.74 2 6 0.74 2 259 0.74 5 17 0.74 2 174 0.74 2 341 0.74 5 82 0.74 2 5 5 0 0 --- --- 62 0 0 0 --- --- 10 5 0 0 --- --- 25 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 297 0.062 0.250 L 0.249 21.8 C 21.4 C TR 453 0.026 0.250 TR 0.104 20.8 C WB L 336 0.055 0.250 L 0.220 21.6 C 22.3 C * TR 427 0.096 0.250 TR 0.384 22.6 C NB Lper 246 0.000 0.417 18.3 B Lpro 369 0.005 0.208 L 0.013 5.7 A TR 1142 0.105 0.333 TR 0.314 18.6 B SB Lper 338 0.000 0.417 16.5 B * Lpro 369 0.133 0.208 L 0.332 7.4 A * TR 1132 0.158 0.333 TR 0.475 20.4 C Intersection: Delay = 18.2sec/veh Int. LOS=B Xc= 0.49 * Critical Lane Group (v/s)Crit= 0.39 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Graf Street/S 19th Avenue 6/8/2022 Case: Graf & 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 7.1 0.0 TR 1 / 2 18.1 0.0 All 12.0 0.0 WB L 1 / 2 9.9 0.0 TR 3 / 5 16.5 0.0 All 15.4 0.0 NB L 0 / 0 0.0 0.0 TR 3 / 4 13.3 0.0 All 13.3 0.0 SB L 2 / 4 16.5 0.0 TR 3 / 6 14.5 0.0 All 14.9 0.0 Intersect. 14.3 SIG/Cinema v3.08 Marvin & Associates Page 2 55 29 11 55 54 129 6 259 17 174 341 82 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary 2022 Existing R Marvin PeaK AM Analysis Duration: 15 mins. Kagy Boulevard/S 11th Avenue 6/8/2022 Case: KAGY & 11TH AM EXIST Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 2 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 38 0.91 0 605 0.91 1 75 0.91 0 8 0.91 0 388 0.91 1 90 0.91 0 87 0.91 0 204 0.91 0 92 0.91 0 69 0.91 0 87 0.91 0 25 0.91 0 10 8 0 0 --- --- 30 0 0 0 --- --- 25 100 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP LTP LTP LTP 0 14.0 4.0 0.0 32.0 3.5 1.5 20.0 3.5 1.5 Actuated 80.0 Sec 10.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 218 0.000 0.463 11.8 B Lpro 316 0.023 0.175 L 0.079 7.8 A * TR 1158 0.397 0.625 TR 0.636 12.0 B WB L 267 0.013 0.400 L 0.034 14.8 B 24.2 C TR 737 0.267 0.400 TR 0.668 24.4 C NB L 323 0.074 0.250 L 0.297 24.5 C 29.3 C * TR 435 0.171 0.250 TR 0.685 30.8 C SB L 160 0.119 0.250 L 0.475 26.3 C 25.0 C TR 462 0.064 0.250 TR 0.255 24.1 C Intersection: Delay = 20.2sec/veh Int. LOS=C Xc= 0.65 * Critical Lane Group (v/s)Crit= 0.57 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing R Marvin PeaK AM Kagy Boulevard/S 11th Avenue 6/8/2022 Case: KAGY & 11TH AM EXIST App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 0 / 1 16.5 0.0 TR 7 / 10 16.0 0.0 All 16.0 0.0 WB L 0 / 1 15.7 0.0 TR 7 / 9 11.5 0.0 All 11.5 0.0 NB L 1 / 5 6.6 0.0 TR 6 / 9 8.7 0.0 All 8.3 0.0 SB L 2 / 5 2.2 0.0 TR 2 / 3 12.9 0.0 All 7.1 0.0 Intersect. 11.1 SIG/Cinema v3.08 Marvin & Associates Page 2 38 605 75 8 388 90 87 204 92 69 87 25 1 14 04 2 31 24 2 31 24 3 19 24 3 19 24 HCM Analysis Summary 2022 Existing R Marvin PeaK PM Analysis Duration: 15 mins. Kagy Boulevard/S 11th Avenue 6/8/2022 Case: KAGY & 11TH PM EXIST Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 2 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 71 0.94 0 515 0.94 1 90 0.94 0 52 0.94 0 532 0.94 1 139 0.94 0 110 0.94 0 144 0.94 0 58 0.94 0 176 0.94 0 202 0.94 0 99 0.94 0 20 8 0 0 --- --- 30 0 0 0 --- --- 25 100 0 0 --- --- 15 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP LTP LTP LTP 0 10.0 4.0 0.0 34.0 3.5 1.5 23.0 3.5 1.5 Actuated 81.0 Sec 14.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 98 0.000 0.481 12.5 B * Lpro 223 0.042 0.123 L 0.237 14.0 B TR 1094 0.337 0.593 TR 0.569 12.3 B WB L 307 0.075 0.420 L 0.179 16.0 B 34.5 C * TR 769 0.372 0.420 TR 0.887 36.0 D NB L 218 0.152 0.284 L 0.537 25.9 C 24.3 C TR 507 0.105 0.284 TR 0.371 23.4 C SB * L 277 0.192 0.284 L 0.675 30.9 C 28.0 C TR 516 0.167 0.284 TR 0.589 26.1 C Intersection: Delay = 24.8sec/veh Int. LOS=C Xc= 0.73 * Critical Lane Group (v/s)Crit= 0.61 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing R Marvin PeaK PM Kagy Boulevard/S 11th Avenue 6/8/2022 Case: KAGY & 11TH PM EXIST App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 5 8.0 0.0 TR 6 / 9 16.0 0.0 All 14.8 0.0 WB L 1 / 2 10.6 0.0 TR 14 / 16 7.3 0.0 All 7.4 0.0 NB L 3 / 9 3.1 0.0 TR 2 / 4 14.4 0.0 All 8.4 0.0 SB L 3 / 5 5.1 0.0 TR 6 / 9 10.9 0.0 All 9.1 0.0 Intersect. 9.4 SIG/Cinema v3.08 Marvin & Associates Page 2 71 515 90 52 532 139 110 144 58 176 202 99 1 10 04 2 33 24 2 33 24 3 22 24 3 22 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 5/9/2022 East/West Street Stucky Road Analysis Year 2022 North/South Street S 11th Avenue Time Analyzed AM Hour Existing Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD 3 Blocks 1,2,3 &4 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)53 1 3 308 129 10 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)69 4 Capacity, c (veh/h)433 1360 v/c Ratio 0.16 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.0 Control Delay (s/veh)14.9 7.7 0.0 Level of Service (LOS)B A A Approach Delay (s/veh)14.9 0.1 Approach LOS B A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 5/9/2022 3:11:57 PMS 11th & Stucky AM Exist.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 5/9/2022 East/West Street Stucky Road Analysis Year 2022 North/South Street S 11th Avenue Time Analyzed PM Hour Existing Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD 3 Blocks 1,2,3, &4 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)64 3 5 183 239 60 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)78 6 Capacity, c (veh/h)490 1201 v/c Ratio 0.16 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.0 Control Delay (s/veh)13.7 8.0 0.0 Level of Service (LOS)B A A Approach Delay (s/veh)13.7 0.3 Approach LOS B A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 5/9/2022 3:14:34 PMS 11th & Stucky PM Exist.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 5/5/2022 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Hour Existing Peak Hour Factor 0.57 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LR TR LT Volume (V), veh/h 0 29 51 0 214 68 0 22 67 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 51 89 0 375 119 0 39 118 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 140 494 157 Entry Volume, veh/h 140 494 157 Circulating Flow (vc), pc/h 208 375 39 51 Exiting Flow (vex), pc/h 158 0 464 169 Capacity (cpce), pc/h 941 1326 1310 Capacity (c), veh/h 941 1326 1310 v/c Ratio (x)0.15 0.37 0.12 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.2 6.2 3.7 Lane LOS A A A 95% Queue, veh 0.5 1.8 0.4 Approach Delay, s/veh 5.2 6.2 3.7 Approach LOS A A A Intersection Delay, s/veh | LOS 5.5 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 5/5/2022 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Hour Existing Peak Hour Factor 0.88 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LR TR LT Volume (V), veh/h 0 13 18 0 65 15 0 32 150 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 15 20 0 74 17 0 36 170 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 35 91 206 Entry Volume, veh/h 35 91 206 Circulating Flow (vc), pc/h 221 74 36 15 Exiting Flow (vex), pc/h 53 0 94 185 Capacity (cpce), pc/h 1280 1330 1359 Capacity (c), veh/h 1280 1330 1359 v/c Ratio (x)0.03 0.07 0.15 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 3.0 3.2 3.9 Lane LOS A A A 95% Queue, veh 0.1 0.2 0.5 Approach Delay, s/veh 3.0 3.2 3.9 Approach LOS A A A Intersection Delay, s/veh | LOS 3.6 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 5/5/2022 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Hour Existing Peak Hour Factor 0.57 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 84 134 90 0 5 164 108 0 96 90 18 0 36 27 33 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 147 235 158 0 9 288 189 0 168 158 32 0 63 47 58 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 540 486 358 168 Entry Volume, veh/h 540 486 358 168 Circulating Flow (vc), pc/h 119 473 445 465 Exiting Flow (vex), pc/h 330 514 494 214 Capacity (cpce), pc/h 1222 852 877 859 Capacity (c), veh/h 1222 852 877 859 v/c Ratio (x)0.44 0.57 0.41 0.20 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.5 12.5 9.0 6.2 Lane LOS A B A A 95% Queue, veh 2.3 3.7 2.0 0.7 Approach Delay, s/veh 7.5 12.5 9.0 6.2 Approach LOS A B A A Intersection Delay, s/veh | LOS 9.3 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 5/5/2022 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Hour Existing Peak Hour Factor 0.84 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 35 132 54 0 10 125 33 0 29 12 5 0 45 36 82 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 42 157 64 0 12 149 39 0 35 14 6 0 54 43 98 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 263 200 55 195 Entry Volume, veh/h 263 200 55 195 Circulating Flow (vc), pc/h 109 91 253 196 Exiting Flow (vex), pc/h 217 282 95 119 Capacity (cpce), pc/h 1235 1258 1066 1130 Capacity (c), veh/h 1235 1258 1066 1130 v/c Ratio (x)0.21 0.16 0.05 0.17 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.8 4.2 3.8 4.7 Lane LOS A A A A 95% Queue, veh 0.8 0.6 0.2 0.6 Approach Delay, s/veh 4.8 4.2 3.8 4.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.5 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 5/5/2022 N/S Street Name S 3rd Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Hour Existing Peak Hour Factor 0.72 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 77 110 0 159 85 0 193 174 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 107 153 0 221 118 0 268 242 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 260 339 510 Entry Volume, veh/h 260 339 510 Circulating Flow (vc), pc/h 221 268 107 607 Exiting Flow (vex), pc/h 349 386 0 374 Capacity (cpce), pc/h 1101 1050 1237 Capacity (c), veh/h 1101 1050 1237 v/c Ratio (x)0.24 0.32 0.41 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.5 6.7 7.0 Lane LOS A A A 95% Queue, veh 0.9 1.4 2.1 Approach Delay, s/veh 5.5 6.7 7.0 Approach LOS A A A Intersection Delay, s/veh | LOS 6.5 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 5/5/2022 N/S Street Name S 3rd Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Hour Existing Peak Hour Factor 0.59 Project Description SUD Blocks 1,2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 98 84 0 90 108 0 62 80 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 166 142 0 153 183 0 105 136 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 308 336 241 Entry Volume, veh/h 308 336 241 Circulating Flow (vc), pc/h 153 105 166 441 Exiting Flow (vex), pc/h 302 288 0 295 Capacity (cpce), pc/h 1181 1240 1165 Capacity (c), veh/h 1181 1240 1165 v/c Ratio (x)0.26 0.27 0.21 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.4 5.3 4.9 Lane LOS A A A 95% Queue, veh 1.0 1.1 0.8 Approach Delay, s/veh 5.4 5.3 4.9 Approach LOS A A A Intersection Delay, s/veh | LOS 5.3 A APPENDIX B – 2 Existing Plus Site Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 8/24/22 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed AM Exist Plus Ph 1/2 Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blockss 2,3,& 4 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)4 81 0 6 1014 39 0 251 942 14 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 92 7 285 Capacity, c (veh/h)538 543 814 818 v/c Ratio 0.01 0.17 0.01 0.35 95% Queue Length, Q₉₅ (veh)0.0 0.6 0.0 1.6 Control Delay (s/veh)11.8 13.0 9.5 11.7 Level of Service (LOS)B B A B Approach Delay (s/veh)11.8 13.0 0.1 2.4 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/24/2022 2:06:51 PM19th & Lincoln AM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 8/24/22 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed PM Exist Plus Ph 1/2 Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blockss 2,3,& 4 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)12 289 0 1 986 32 0 243 1115 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 304 1 256 Capacity, c (veh/h)538 543 814 818 v/c Ratio 0.02 0.56 0.00 0.31 95% Queue Length, Q₉₅ (veh)0.1 3.4 0.0 1.3 Control Delay (s/veh)11.9 19.8 9.4 11.4 Level of Service (LOS)B C A B Approach Delay (s/veh)11.9 19.8 0.0 2.0 Approach LOS B C A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/24/2022 2:09:52 PM19th & Lincoln PM Exist Plus.xtw HCM Analysis Summary Existing Plus Phase 1&2 R Marvin AM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 8/24/22 Case: S 19TH & KAGY AM EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 29 0.94 0 14 0.94 0 6 0.94 0 139 0.94 0 17 0.94 0 263 0.94 0 40 0.94 0 711 0.94 0 243 0.94 0 481 0.94 0 361 0.94 0 38 0.94 0 0 0 0 0 --- --- 140 5 0 0 --- --- 120 1 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP R L L R LTR LTP LTP 0 18.0 3.5 1.5 6.0 4.0 0.0 15.0 4.0 2.0 23.0 4.0 2.0 Actuated 83.0 Sec 17.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 306 0.022 0.217 L 0.101 26.1 C 25.9 C T 412 0.008 0.217 T 0.036 25.7 C R 350 0.004 0.217 R 0.017 25.6 C WB * L 308 0.104 0.217 L 0.481 28.8 C 19.3 B T 412 0.009 0.217 T 0.044 25.7 C R 951 0.081 0.590 R 0.138 7.6 A NB Lper 266 0.000 0.277 31.0 C Lpro 130 0.024 0.072 L 0.109 18.5 B * T 1000 0.209 0.277 T 0.756 32.8 C R 447 0.081 0.277 R 0.293 25.3 C SB Lper 100 0.000 0.349 19.9 B * Lpro 544 0.284 0.301 L 0.795 27.4 C TR 1889 0.118 0.530 TR 0.222 10.7 B Intersection: Delay = 24.6sec/veh Int. LOS=C Xc= 0.75 * Critical Lane Group (v/s)Crit= 0.60 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1&2 R Marvin AM Hour Kagy Blvd/S 19th Ave 8/24/22 Case: S 19TH & KAGY AM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 7.4 0.0 T 0 / 1 18.0 0.0 R 0 / 0 0.0 0.0 All 10.9 0.0 WB L 3 / 4 6.7 0.0 T 0 / 1 25.3 0.0 R 3 / 4 15.1 0.0 All 15.3 0.0 NB L 1 / 2 14.1 0.0 T 6 / 9 10.9 0.0 R 2 / 5 13.5 0.0 All 11.3 0.0 SB L 7 / 11 7.8 0.0 TR 2 / 4 20.7 0.0 All 14.0 0.0 Intersect. 12.8 SIG/Cinema v3.08 Marvin & Associates Page 2 29 14 6 139 17 263 40 711 243 481 361 38 1 17 24 1 17 24 2 6 04 2 6 04 2 6 04 3 15 24 3 15 24 4 23 24 4 23 24 HCM Analysis Summary Existing Plus Phase 1&2 R Marvin PM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy PM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 62 0.94 0 35 0.94 0 26 0.94 0 255 0.94 0 13 0.94 0 532 0.94 0 6 0.94 0 486 0.94 0 157 0.94 0 368 0.94 0 655 0.94 0 95 0.94 0 15 0 0 0 --- --- 240 5 0 0 --- --- 100 1 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP R L L R LTR LTP LTP 0 25.0 3.5 1.5 6.0 4.0 0.0 15.0 4.0 2.0 23.0 4.0 2.0 Actuated 90.0 Sec 17.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 393 0.047 0.278 L 0.168 24.7 C 24.3 C T 528 0.019 0.278 T 0.070 24.0 C R 449 0.007 0.278 R 0.027 23.7 C WB * L 387 0.195 0.278 L 0.700 33.8 C 20.1 C T 528 0.007 0.278 T 0.027 23.7 C R 1002 0.193 0.622 R 0.310 8.0 A NB Lper 174 0.000 0.256 30.9 C Lpro 120 0.003 0.067 L 0.020 20.9 C * T 923 0.143 0.256 T 0.560 31.6 C R 412 0.038 0.256 R 0.148 26.7 C SB Lper 166 0.000 0.322 15.3 B * Lpro 501 0.217 0.278 L 0.586 14.4 B TR 1738 0.217 0.489 TR 0.444 15.8 B Intersection: Delay = 20.6sec/veh Int. LOS=C Xc= 0.68 * Critical Lane Group (v/s)Crit= 0.55 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1&2 R Marvin PM Hour Kagy Blvd/S 19th Ave 5/18/2022 Case: S 19th & Kagy PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 5.8 0.0 T 1 / 1 16.0 0.0 R 0 / 1 15.5 0.0 All 10.4 0.0 WB L 5 / 8 5.9 0.0 T 0 / 1 24.7 0.0 R 3 / 5 17.1 0.0 All 14.5 0.0 NB L 0 / 1 6.4 0.0 T 5 / 7 10.9 0.0 R 1 / 2 17.6 0.0 All 11.5 0.0 SB L 5 / 12 8.7 0.0 TR 5 / 8 16.0 0.0 All 13.9 0.0 Intersect. 13.2 SIG/Cinema v3.08 Marvin & Associates Page 2 62 35 26 255 13 532 6 486 157 368 655 95 1 24 24 1 24 24 2 6 04 2 6 04 2 6 04 3 15 24 3 15 24 4 23 24 4 23 24 HCM Analysis Summary Existing Existing Plus Phase 1&2 R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH AM EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 339 0.92 2 68 0.90 2 97 0.92 2 82 0.90 2 36 0.90 2 24 0.90 2 152 0.92 2 638 0.92 5 27 0.90 2 16 0.90 2 286 0.92 5 215 0.92 2 45 0 0 0 --- --- 5 0 0 0 --- --- 5 5 0 0 --- --- 105 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP L L LTP LTP 0 10.0 4.0 0.0 23.0 3.5 1.5 8.0 4.0 0.0 40.0 4.0 2.0 Actuated 100.0 Sec 14.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * Lper 338 0.158 0.280 30.3 C * Lpro 177 0.100 0.100 L 0.715 29.6 C TR 401 0.076 0.230 TR 0.332 32.3 C WB Lper 274 0.000 0.280 24.6 C Lpro 177 0.051 0.100 L 0.202 20.5 C TR 406 0.035 0.230 TR 0.150 30.8 C NB Lper 356 0.030 0.460 22.4 C * Lpro 142 0.080 0.080 L 0.331 14.4 B * TR 1368 0.210 0.400 TR 0.524 24.2 C SB Lper 213 0.000 0.460 20.0 B Lpro 142 0.010 0.080 L 0.051 12.3 B T 724 0.172 0.400 T 0.430 23.6 C R 851 0.076 0.540 R 0.141 11.8 B Intersection: Delay = 24.0sec/veh Int. LOS=C Xc= 0.64 * Critical Lane Group (v/s)Crit= 0.55 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Existing Plus Phase 1&2 R Marvin Peak AM Hour Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH AM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 7 / 8 9.4 0.0 TR 3 / 5 11.8 0.0 All 10.1 0.0 WB L 2 / 3 11.3 0.0 TR 1 / 2 11.4 0.0 All 11.3 0.0 NB L 3 / 5 8.0 0.0 TR 6 / 9 12.6 0.0 All 11.8 0.0 SB L 0 / 1 12.0 0.0 T 5 / 10 13.7 0.0 R 1 / 2 21.5 0.0 All 15.0 0.0 Intersect. 11.9 SIG/Cinema v3.08 Marvin & Associates Page 2 339 68 97 82 36 24 152 638 27 16 286 215 1 10 04 1 10 04 1 10 04 2 22 24 2 22 24 3 8 04 3 8 04 4 40 24 4 40 24 HCM Analysis Summary Existing Existing Plus Phase 1&2 R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH PM EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 T 3 R 3 229 0.92 2 72 0.90 2 75 0.92 2 48 0.90 2 42 0.90 2 53 0.90 2 89 0.92 2 375 0.92 5 28 0.90 2 68 0.90 2 523 0.92 5 364 0.92 2 20 0 0 0 --- --- 20 0 0 0 --- --- 5 5 0 0 --- --- 110 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L R LTP LTP L L LTP LTP 0 10.0 4.0 0.0 23.0 3.5 1.5 8.0 4.0 0.0 40.0 4.0 2.0 Actuated 100.0 Sec 19.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 317 0.064 0.280 26.3 C * Lpro 177 0.100 0.100 L 0.504 22.8 C * TR 401 0.080 0.230 TR 0.349 32.4 C WB Lper 267 0.000 0.280 26.9 C Lpro 177 0.030 0.100 L 0.119 20.1 C TR 400 0.048 0.230 TR 0.210 31.2 C NB Lper 154 0.000 0.460 20.7 C * Lpro 142 0.055 0.080 L 0.328 18.5 B TR 1362 0.127 0.400 TR 0.319 21.2 C SB Lper 346 0.000 0.460 26.5 C Lpro 142 0.043 0.080 L 0.156 12.1 B * T 724 0.314 0.400 T 0.785 34.6 C R 851 0.175 0.540 R 0.324 13.8 B Intersection: Delay = 24.9sec/veh Int. LOS=C Xc= 0.68 * Critical Lane Group (v/s)Crit= 0.55 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Existing Plus Phase 1&2 R Marvin Peak PM Hour Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH PM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 6 10.6 0.0 TR 3 / 4 10.1 0.0 All 10.4 0.0 WB L 1 / 1 12.8 0.0 TR 2 / 3 11.8 0.0 All 12.0 0.0 NB L 2 / 4 6.7 0.0 TR 4 / 6 12.9 0.0 All 11.7 0.0 SB L 2 / 4 8.8 0.0 T 9 / 12 12.6 0.0 R 2 / 3 18.6 0.0 All 13.1 0.0 Intersect. 12.1 SIG/Cinema v3.08 Marvin & Associates Page 2 229 72 75 48 42 53 89 375 28 68 523 364 1 10 04 1 10 04 1 10 04 2 22 24 2 22 24 3 8 04 3 8 04 4 40 24 4 40 24 HCM Analysis Summary Existing Pls Phase 1&2 R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 8/24/22 Case: Graf & 19th AM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 75 0.75 2 55 0.75 2 4 0.75 2 18 0.75 2 21 0.75 2 259 0.75 2 8 0.75 2 458 0.75 5 60 0.75 2 194 0.75 2 176 0.75 5 26 0.75 2 0 5 0 0 --- --- 115 0 0 0 --- --- 20 5 0 0 --- --- 5 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 260 0.099 0.257 L 0.385 21.8 C 21.1 C TR 474 0.042 0.257 TR 0.165 20.2 C WB L 337 0.018 0.257 L 0.071 19.7 B 22.7 C * TR 416 0.136 0.257 TR 0.529 23.0 C NB Lper 411 0.000 0.429 20.6 C Lpro 329 0.006 0.186 L 0.015 5.4 A * TR 1164 0.196 0.343 TR 0.570 20.8 C SB Lper 201 0.000 0.429 13.8 B * Lpro 329 0.146 0.186 L 0.489 10.6 B TR 1160 0.078 0.343 TR 0.227 16.8 B Intersection: Delay = 18.8sec/veh Int. LOS=B Xc= 0.61 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Pls Phase 1&2 R Marvin Peak AM Hour Graf Street/S 19th Avenue 8/24/22 Case: Graf & 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 8.9 0.0 TR 1 / 2 16.1 0.0 All 12.6 0.0 WB L 0 / 1 9.7 0.0 TR 2 / 5 19.7 0.0 All 19.3 0.0 NB L 0 / 2 15.4 0.0 TR 4 / 6 13.4 0.0 All 13.4 0.0 SB L 2 / 6 14.2 0.0 TR 2 / 3 15.1 0.0 All 14.8 0.0 Intersect. 14.7 SIG/Cinema v3.08 Marvin & Associates Page 2 75 55 4 18 21 259 8 458 60 194 176 26 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Plus Phase 1&2 R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 8/24/22 Case: Graf & 19th PM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 61 0.74 2 29 0.74 2 11 0.74 2 55 0.74 2 54 0.74 2 140 0.74 2 6 0.74 2 280 0.74 5 17 0.74 2 185 0.74 2 361 0.74 5 88 0.74 2 5 5 0 0 --- --- 62 0 0 0 --- --- 10 5 0 0 --- --- 25 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 285 0.072 0.250 L 0.288 22.0 C 21.6 C TR 453 0.026 0.250 TR 0.104 20.8 C WB L 336 0.055 0.250 L 0.220 21.6 C 22.5 C * TR 425 0.105 0.250 TR 0.419 22.9 C NB Lper 230 0.000 0.417 18.6 B Lpro 369 0.005 0.208 L 0.013 5.8 A TR 1142 0.113 0.333 TR 0.339 18.8 B SB Lper 323 0.000 0.417 16.9 B * Lpro 369 0.141 0.208 L 0.361 7.7 A * TR 1131 0.169 0.333 TR 0.507 20.9 C Intersection: Delay = 18.6sec/veh Int. LOS=B Xc= 0.52 * Critical Lane Group (v/s)Crit= 0.41 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1&2 R Marvin Peak PM Hour Graf Street/S 19th Avenue 8/24/22 Case: Graf & 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 7.6 0.0 TR 1 / 2 16.5 0.0 All 11.8 0.0 WB L 1 / 2 7.6 0.0 TR 3 / 5 16.5 0.0 All 14.8 0.0 NB L 0 / 1 14.4 0.0 TR 3 / 4 12.5 0.0 All 12.5 0.0 SB L 2 / 5 16.2 0.0 TR 4 / 6 13.3 0.0 All 13.8 0.0 Intersect. 13.5 SIG/Cinema v3.08 Marvin & Associates Page 2 61 29 11 55 54 140 6 280 17 185 361 88 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary 2022 Existing PLus Phase 1&2 R Marvin PeaK AM Analysis Duration: 15 mins. Kagy Boulevard/S 11th Avenue 8/24/22 Case: KAGY & 11TH AM EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 2 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 36 0.91 0 607 0.91 1 65 0.91 0 15 0.91 0 388 0.91 1 90 0.91 0 20 0.91 0 240 0.91 0 104 0.91 0 69 0.91 0 93 0.91 0 25 0.91 0 10 8 0 0 --- --- 30 0 0 0 --- --- 30 100 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP LTP LTP LTP 0 14.0 4.0 0.0 32.0 3.5 1.5 20.0 3.5 1.5 Actuated 80.0 Sec 10.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 218 0.000 0.463 11.6 B Lpro 316 0.022 0.175 L 0.075 7.8 A * TR 1161 0.391 0.625 TR 0.626 11.8 B WB L 274 0.023 0.400 L 0.058 15.2 B 24.1 C TR 737 0.267 0.400 TR 0.668 24.4 C NB L 321 0.017 0.250 L 0.069 22.9 C 35.9 D * TR 437 0.197 0.250 TR 0.789 36.7 D SB L 128 0.148 0.250 L 0.594 31.5 C 27.0 C TR 462 0.067 0.250 TR 0.268 24.2 C Intersection: Delay = 21.6sec/veh Int. LOS=C Xc= 0.67 * Critical Lane Group (v/s)Crit= 0.59 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing PLus Phase 1&2 R Marvin PeaK AM Kagy Boulevard/S 11th Avenue 8/24/22 Case: KAGY & 11TH AM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 13.6 0.0 TR 7 / 11 16.8 0.0 All 16.6 0.0 WB L 0 / 1 11.9 0.0 TR 7 / 8 11.5 0.0 All 11.5 0.0 NB L 1 / 2 6.6 0.0 TR 8 / 11 7.4 0.0 All 7.4 0.0 SB L 5 / 7 0.8 0.0 TR 2 / 3 13.3 0.0 All 4.0 0.0 Intersect. 9.7 SIG/Cinema v3.08 Marvin & Associates Page 2 36 607 65 15 388 90 20 240 104 69 93 25 1 14 04 2 31 24 2 31 24 3 19 24 3 19 24 HCM Analysis Summary 2022 Existing Plus Phase 1&2 R Marvin PeaK PM Analysis Duration: 15 mins. Kagy Boulevard/S 11th Avenue 8/24/22 Case: KAGY & 11TH PM EXIST PLUS Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 2 1 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 85 0.94 0 526 0.94 1 90 0.94 0 72 0.94 0 532 0.94 1 139 0.94 0 60 0.94 0 144 0.94 0 64 0.94 0 176 0.94 0 219 0.94 0 99 0.94 0 20 8 0 0 --- --- 30 0 0 0 --- --- 25 100 0 0 --- --- 15 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP LTP LTP LTP 0 8.0 4.0 0.0 36.0 3.5 1.5 25.0 3.5 1.5 Actuated 83.0 Sec 14.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 115 0.000 0.494 13.9 B * Lpro 174 0.050 0.096 L 0.311 15.7 B TR 1068 0.343 0.578 TR 0.594 13.7 B WB L 281 0.119 0.434 L 0.274 17.5 B 31.2 C * TR 795 0.372 0.434 TR 0.858 32.8 C NB L 225 0.086 0.301 L 0.284 22.4 C 22.8 C TR 535 0.109 0.301 TR 0.363 22.9 C SB * L 294 0.192 0.301 L 0.636 28.5 C 26.8 C TR 548 0.177 0.301 TR 0.588 25.7 C Intersection: Delay = 23.7sec/veh Int. LOS=C Xc= 0.74 * Critical Lane Group (v/s)Crit= 0.61 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing Plus Phase 1&2 R Marvin PeaK PM Kagy Boulevard/S 11th Avenue 8/24/22 Case: KAGY & 11TH PM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 5 6.7 0.0 TR 7 / 9 16.0 0.0 All 14.2 0.0 WB L 1 / 2 10.5 0.0 TR 12 / 15 8.8 0.0 All 8.9 0.0 NB L 1 / 3 5.9 0.0 TR 3 / 4 12.8 0.0 All 11.0 0.0 SB L 3 / 6 5.8 0.0 TR 6 / 7 12.0 0.0 All 10.1 0.0 Intersect. 10.7 SIG/Cinema v3.08 Marvin & Associates Page 2 85 526 90 72 532 139 60 144 64 176 219 99 1 8 04 2 35 24 2 35 24 3 24 24 3 24 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/24/22 East/West Street Stucky Road Analysis Year 2022 North/South Street S 11th Avenue Time Analyzed AM Exist Plus Ph 1/2 Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 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)97 20 81 238 111 40 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)150 104 Capacity, c (veh/h)377 1343 v/c Ratio 0.40 0.08 95% Queue Length, Q₉₅ (veh)1.9 0.3 Control Delay (s/veh)20.7 7.9 0.7 Level of Service (LOS)C A A Approach Delay (s/veh)20.7 2.6 Approach LOS C A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/24/2022 2:14:23 PMS 11th & Stucky AM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/24/22 East/West Street Stucky Road Analysis Year 2022 North/South Street S 11th Avenue Time Analyzed PM Exist Plus Ph 1/2 Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 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)150 16 54 139 230 97 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)193 63 Capacity, c (veh/h)431 1168 v/c Ratio 0.45 0.05 95% Queue Length, Q₉₅ (veh)2.3 0.2 Control Delay (s/veh)20.0 8.3 0.5 Level of Service (LOS)C A A Approach Delay (s/veh)20.0 2.7 Approach LOS C A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/24/2022 2:17:47 PMS 11th & Stucky PM Exist Plus.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 8/24/22 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Exist Plus 1/2 Peak Hour Factor 0.57 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LR TR LT Volume (V), veh/h 0 29 51 0 218 68 0 22 77 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 51 89 0 382 119 0 39 135 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 140 501 174 Entry Volume, veh/h 140 501 174 Circulating Flow (vc), pc/h 225 382 39 51 Exiting Flow (vex), pc/h 158 0 471 186 Capacity (cpce), pc/h 935 1326 1310 Capacity (c), veh/h 935 1326 1310 v/c Ratio (x)0.15 0.38 0.13 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.3 6.2 3.8 Lane LOS A A A 95% Queue, veh 0.5 1.8 0.5 Approach Delay, s/veh 5.3 6.2 3.8 Approach LOS A A A Intersection Delay, s/veh | LOS 5.6 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 8/24/22 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Exist Plus 1/2 Peak Hour Factor 0.88 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LR TR LT Volume (V), veh/h 0 13 21 0 77 15 0 34 151 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 15 24 0 88 17 0 39 172 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 39 105 211 Entry Volume, veh/h 39 105 211 Circulating Flow (vc), pc/h 226 88 39 15 Exiting Flow (vex), pc/h 56 0 112 187 Capacity (cpce), pc/h 1262 1326 1359 Capacity (c), veh/h 1262 1326 1359 v/c Ratio (x)0.03 0.08 0.16 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 3.1 3.3 3.9 Lane LOS A A A 95% Queue, veh 0.1 0.3 0.5 Approach Delay, s/veh 3.1 3.3 3.9 Approach LOS A A A Intersection Delay, s/veh | LOS 3.7 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 8/24/22 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Exist Plus 1/2 Peak Hour Factor 0.57 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 84 136 90 0 5 168 116 0 96 93 18 0 44 27 33 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 147 239 158 0 9 295 204 0 168 163 32 0 77 47 58 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 544 508 363 182 Entry Volume, veh/h 544 508 363 182 Circulating Flow (vc), pc/h 133 478 463 472 Exiting Flow (vex), pc/h 348 521 514 214 Capacity (cpce), pc/h 1205 847 861 853 Capacity (c), veh/h 1205 847 861 853 v/c Ratio (x)0.45 0.60 0.42 0.21 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.7 13.4 9.3 6.4 Lane LOS A B A A 95% Queue, veh 2.4 4.1 2.1 0.8 Approach Delay, s/veh 7.7 13.4 9.3 6.4 Approach LOS A B A A Intersection Delay, s/veh | LOS 9.7 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 8/24/22 N/S Street Name S 11th Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Exist Plus 1/2 Peak Hour Factor 0.84 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 35 143 54 0 10 126 44 0 29 19 5 0 55 38 70 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 42 170 64 0 12 150 52 0 35 23 6 0 65 45 83 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 276 214 64 193 Entry Volume, veh/h 276 214 64 193 Circulating Flow (vc), pc/h 122 100 277 197 Exiting Flow (vex), pc/h 241 268 117 121 Capacity (cpce), pc/h 1219 1246 1040 1129 Capacity (c), veh/h 1219 1246 1040 1129 v/c Ratio (x)0.23 0.17 0.06 0.17 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.9 4.3 4.0 4.7 Lane LOS A A A A 95% Queue, veh 0.9 0.6 0.2 0.6 Approach Delay, s/veh 4.9 4.3 4.0 4.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.6 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 8/24/22 N/S Street Name S 3rd Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed AM Exist Plus 1/2 Peak Hour Factor 0.72 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 80 116 0 159 87 0 198 174 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 111 161 0 221 121 0 275 242 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 272 342 517 Entry Volume, veh/h 272 342 517 Circulating Flow (vc), pc/h 221 275 111 617 Exiting Flow (vex), pc/h 353 396 0 382 Capacity (cpce), pc/h 1101 1042 1232 Capacity (c), veh/h 1101 1042 1232 v/c Ratio (x)0.25 0.33 0.42 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 5.6 6.8 7.1 Lane LOS A A A 95% Queue, veh 1.0 1.4 2.1 Approach Delay, s/veh 5.6 6.8 7.1 Approach LOS A A A Intersection Delay, s/veh | LOS 6.6 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 8/24/22 N/S Street Name S 3rd Avenue Analysis Year 2022 Analysis Time Period, hrs 0.25 Time Analyzed PM Exist Plus 1/2 Peak Hour Factor 0.59 Project Description SUD Blocks 2,3, & 4 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 104 97 0 114 90 0 75 80 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 176 164 0 193 153 0 127 136 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 340 346 263 Entry Volume, veh/h 340 346 263 Circulating Flow (vc), pc/h 193 127 176 473 Exiting Flow (vex), pc/h 312 280 0 357 Capacity (cpce), pc/h 1133 1212 1153 Capacity (c), veh/h 1133 1212 1153 v/c Ratio (x)0.30 0.29 0.23 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 6.0 5.6 5.2 Lane LOS A A A 95% Queue, veh 1.3 1.2 0.9 Approach Delay, s/veh 6.0 5.6 5.2 Approach LOS A A A Intersection Delay, s/veh | LOS 5.6 A HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street S 17th Avenue Time Analyzed AM Existing Plus Block 1 Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block 1 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 0 1 0 0 0 Configuration TR T R Volume (veh/h)800 8 489 10 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.20 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 Capacity, c (veh/h)336 v/c Ratio 0.03 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)16.1 Level of Service (LOS)C Approach Delay (s/veh)16.1 Approach LOS C Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/20/2023 3:54:42 PMKagy & 17th AM Exist Plus 1.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street S 17th Avenue Time Analyzed PM Existing Plus Block 1 Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block 1 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 0 1 0 0 0 Configuration TR T R Volume (veh/h)656 15 489 8 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.2 Critical Headway (sec)6.20 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)9 Capacity, c (veh/h)411 v/c Ratio 0.02 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)13.9 Level of Service (LOS)B Approach Delay (s/veh)13.9 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/20/2023 3:55:31 PMKagy & 17th PM Exist Plus 1.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street State Street Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed AM Exist Plus Block 1 Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block1 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 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)27 1024 8 567 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 Capacity, c (veh/h)469 v/c Ratio 0.06 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)13.2 Level of Service (LOS)B Approach Delay (s/veh)13.2 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/20/2023 3:57:21 PM19th & State AM Exist Plus 1.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street State Street Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed PM Exist Pus Block 1 Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block1 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 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)21 703 14 887 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)23 Capacity, c (veh/h)606 v/c Ratio 0.04 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)11.2 Level of Service (LOS)B Approach Delay (s/veh)11.2 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/20/2023 3:53:47 PM19th & State PM Exist Plus 1.xtw APPENDIX B-3 Future External Intersections Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street Lincoln Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed AM Future Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)7 109 0 8 1389 53 0 339 1273 19 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 124 9 385 Capacity, c (veh/h)538 543 814 649 v/c Ratio 0.01 0.23 0.01 0.59 95% Queue Length, Q₉₅ (veh)0.0 0.9 0.0 3.9 Control Delay (s/veh)11.8 13.6 9.5 18.3 Level of Service (LOS)B B A C Approach Delay (s/veh)11.8 13.6 0.1 3.8 Approach LOS B B A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 1:45:11 PM19th & Lincoln AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Lincoln Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/20/2023 East/West Street Lincoln Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed PM Future Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 1 0 0 1 0 1 2 0 0 1 2 0 Configuration R R L T TR L T TR Volume (veh/h)16 390 0 1 1322 43 0 328 1526 7 Percent Heavy Vehicles (%)0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.500 0.500 Percent Grade (%)0 0 Right Turn Channelized Yes Yes Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 4.1 4.1 Critical Headway (sec)6.90 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.3 3.3 2.2 2.2 Follow-Up Headway (sec)3.30 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 411 1 345 Capacity, c (veh/h)538 543 668 818 v/c Ratio 0.03 0.76 0.00 0.42 95% Queue Length, Q₉₅ (veh)0.1 6.6 0.0 2.1 Control Delay (s/veh)11.9 29.3 10.4 12.6 Level of Service (LOS)B D B B Approach Delay (s/veh)11.9 29.3 0.0 2.2 Approach LOS B D A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 1:46:33 PM19th & Lincoln PM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/21/2023 East/West Street State Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed AM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block1 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 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)27 846 20 1201 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 Capacity, c (veh/h)537 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)12.1 Level of Service (LOS)B Approach Delay (s/veh)12.1 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:10:10 PM19th & State AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/21/2023 East/West Street State Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block1 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 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)27 846 20 1201 Percent Heavy Vehicles (%)3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.96 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)29 Capacity, c (veh/h)537 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.2 Control Delay (s/veh)12.1 Level of Service (LOS)B Approach Delay (s/veh)12.1 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:10:56 PM19th & State PM Future.xtw HCM Analysis Summary Future Traffic R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 6/22/2023 Case: STUCKY & 19TH AM FUTURE Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 474 0.92 1 86 0.90 1 131 0.92 1 34 0.90 1 54 0.90 1 111 0.90 1 205 0.92 1 854 0.92 5 36 0.90 1 22 0.90 1 386 0.92 5 290 0.92 1 45 0 0 0 --- --- 25 0 0 0 --- --- 5 5 0 0 --- --- 110 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTP L L LTP LTP 0 24.0 4.0 0.0 15.0 3.5 1.5 8.0 4.0 0.0 39.0 4.0 2.0 Actuated 105.0 Sec 14.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * Lper 135 0.151 0.190 43.4 D * Lpro 408 0.228 0.229 L 0.948 51.7 D TR 713 0.108 0.410 TR 0.265 20.6 C WB L 172 0.032 0.143 L 0.221 40.1 D 45.4 D TR 244 0.091 0.143 TR 0.639 46.7 D NB Lper 228 0.163 0.429 31.3 C * Lpro 136 0.076 0.076 L 0.613 23.6 C * TR 1270 0.281 0.371 TR 0.757 33.1 C SB Lper 102 0.000 0.429 26.5 C Lpro 136 0.013 0.076 L 0.101 17.2 B TR 1237 0.185 0.371 TR 0.498 26.9 C Intersection: Delay = 34.3sec/veh Int. LOS=C Xc= 0.85 * Critical Lane Group (v/s)Crit= 0.74 SIG/Cinema v3.08 Page 1 NETSIM Summary Results Future Traffic R Marvin Peak AM Hour Stucky Road/S 19th Avenue 6/22/2023 Case: STUCKY & 19TH AM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 10 / 13 10.1 0.0 TR 3 / 6 14.6 0.0 All 11.2 0.0 WB L 1 / 1 6.9 0.0 TR 3 / 4 11.2 0.0 All 10.7 0.0 NB L 4 / 6 5.3 0.0 TR 10 / 11 10.1 0.0 All 9.3 0.0 SB L 0 / 1 8.1 0.0 TR 6 / 9 11.3 0.0 All 11.2 0.0 Intersect. 10.3 SIG/Cinema v3.08 Page 2 474 86 131 34 54 111 205 854 36 22 386 290 1 24 04 2 14 24 2 14 24 3 8 04 3 8 04 4 39 24 4 39 24 HCM Analysis Summary Future Traffic R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 6/22/2023 Case: STUCKY & 19TH PM FUTURE Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 316 0.92 1 81 0.90 1 101 0.92 1 46 0.90 1 47 0.90 1 65 0.90 1 120 0.92 1 520 0.92 5 50 0.90 1 119 0.90 1 707 0.92 5 433 0.92 1 45 0 0 0 --- --- 20 0 0 0 --- --- 5 5 0 0 --- --- 120 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTP L L LTP LTP 0 24.0 4.0 0.0 15.0 3.5 1.5 8.0 4.0 0.0 39.0 4.0 2.0 Actuated 105.0 Sec 19.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 181 0.000 0.190 22.2 C * Lpro 408 0.192 0.229 L 0.582 23.1 C TR 724 0.085 0.410 TR 0.209 20.1 C WB L 178 0.041 0.143 L 0.287 40.5 D 41.1 D * TR 249 0.059 0.143 TR 0.410 41.4 D NB Lper 72 0.000 0.429 27.9 C Lpro 136 0.073 0.076 L 0.625 33.4 C TR 1261 0.181 0.371 TR 0.488 26.7 C SB Lper 229 0.000 0.429 38.7 D * Lpro 136 0.074 0.076 L 0.362 17.9 B * TR 1239 0.332 0.371 TR 0.894 41.2 D Intersection: Delay = 32.7sec/veh Int. LOS=C Xc= 0.80 * Critical Lane Group (v/s)Crit= 0.66 SIG/Cinema v3.08 Page 1 NETSIM Summary Results Future Traffic R Marvin Peak PM Hour Stucky Road/S 19th Avenue 6/22/2023 Case: STUCKY & 19TH PM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 7 / 9 11.4 0.0 TR 4 / 6 12.1 0.0 All 11.6 0.0 WB L 1 / 1 6.5 0.0 TR 3 / 4 10.0 0.0 All 9.2 0.0 NB L 3 / 6 4.8 0.0 TR 6 / 8 10.8 0.0 All 9.6 0.0 SB L 4 / 8 5.7 0.0 TR 11 / 16 10.0 0.0 All 9.5 0.0 Intersect. 9.9 SIG/Cinema v3.08 Page 2 316 81 101 46 47 65 120 520 50 119 707 433 1 24 04 2 14 24 2 14 24 3 8 04 3 8 04 4 39 24 4 39 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19t & Arnold AM Future Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Arnold Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed Peak AM Future Traffic Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 1 1 0 1 2 0 0 1 2 0 Configuration LTR LT R L T TR L T TR Volume (veh/h)78 6 17 7 4 108 0 9 894 20 0 34 480 34 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.300 0.400 0.400 0.300 0.300 0.350 Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)110 12 117 10 37 Capacity, c (veh/h)461 317 764 1145 1064 v/c Ratio 0.24 0.04 0.15 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.9 0.1 0.5 0.0 0.1 Control Delay (s/veh)15.2 16.8 10.6 8.2 8.5 Level of Service (LOS)C C B A A Approach Delay (s/veh)15.2 11.1 0.1 0.5 Approach LOS C B A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 3:03:44 PM19th & Arnold AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Arnold Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Arnold Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed Peak PM Future Traffic Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 1 1 0 1 2 0 0 1 2 0 Configuration LTR LT R L T TR L T TR Volume (veh/h)54 4 11 34 4 73 0 9 527 49 0 115 664 79 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 0.400 0.300 0.400 0.400 0.300 0.350 0.300 Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)75 41 79 10 125 Capacity, c (veh/h)394 400 764 1064 1145 v/c Ratio 0.19 0.10 0.10 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.7 0.3 0.3 0.0 0.4 Control Delay (s/veh)16.3 15.0 10.3 8.4 8.5 Level of Service (LOS)C C B A A Approach Delay (s/veh)16.3 11.9 0.1 1.1 Approach LOS C B A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 3:07:14 PM19th & Arnold PM Future.xtw HCM Analysis Summary Future Traffic R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 6/22/2023 Case: GRAF & 19TH AM FUTURE Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 99 0.75 2 74 0.75 2 5 0.75 2 24 0.75 2 28 0.75 2 346 0.75 2 11 0.75 2 618 0.75 5 81 0.75 2 260 0.75 2 280 0.75 5 34 0.75 2 0 5 0 0 --- --- 140 0 0 0 --- --- 20 5 0 0 --- --- 5 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 23.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 77.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 230 0.171 0.299 L 0.574 25.1 C 22.9 C TR 551 0.057 0.299 TR 0.192 20.2 C WB L 381 0.025 0.299 L 0.084 19.5 B 25.2 C * TR 483 0.193 0.299 TR 0.646 25.8 C NB Lper 281 0.000 0.390 33.4 C Lpro 345 0.008 0.195 L 0.024 7.1 A * TR 1057 0.267 0.312 TR 0.856 33.8 C SB Lper 97 0.008 0.390 25.7 C * Lpro 345 0.195 0.195 L 0.785 30.2 C TR 1056 0.122 0.312 TR 0.390 21.9 C Intersection: Delay = 28.4sec/veh Int. LOS=C Xc= 0.81 * Critical Lane Group (v/s)Crit= 0.65 SIG/Cinema v3.08 Page 1 NETSIM Summary Results Future Traffic R Marvin Peak AM Hour Graf Street/S 19th Avenue 6/22/2023 Case: GRAF & 19TH AM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 8.9 0.0 TR 2 / 4 14.1 0.0 All 12.0 0.0 WB L 1 / 1 11.0 0.0 TR 4 / 5 18.5 0.0 All 18.1 0.0 NB L 0 / 2 15.5 0.0 TR 7 / 8 11.0 0.0 All 11.0 0.0 SB L 4 / 9 9.3 0.0 TR 3 / 6 13.4 0.0 All 11.8 0.0 Intersect. 12.4 SIG/Cinema v3.08 Page 2 99 74 5 24 28 346 11 618 81 260 280 34 1 22 24 1 22 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary Future Traffic R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 6/22/2023 Case: GRAF & 19TH PM FUTURE Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 79 0.75 2 39 0.75 2 15 0.75 2 68 0.75 2 73 0.75 2 151 0.75 2 9 0.75 2 365 0.75 5 23 0.75 2 239 0.75 2 341 0.75 5 115 0.75 2 0 5 0 0 --- --- 90 0 0 0 --- --- 20 5 0 0 --- --- 20 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 23.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 77.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 344 0.091 0.299 L 0.305 21.0 C 20.5 C TR 533 0.040 0.299 TR 0.135 19.8 B WB L 393 0.069 0.299 L 0.232 20.5 C 21.0 C * TR 519 0.103 0.299 TR 0.343 21.2 C NB Lper 200 0.000 0.390 22.3 C Lpro 345 0.007 0.195 L 0.022 7.5 A TR 1070 0.143 0.312 TR 0.459 22.7 C SB Lper 241 0.000 0.390 20.1 C * Lpro 345 0.180 0.195 L 0.544 12.5 B * TR 1047 0.173 0.312 TR 0.556 24.2 C Intersection: Delay = 20.9sec/veh Int. LOS=C Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.46 SIG/Cinema v3.08 Page 1 NETSIM Summary Results Future Traffic R Marvin Peak PM Hour Graf Street/S 19th Avenue 6/22/2023 Case: GRAF & 19TH PM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 8.1 0.0 TR 1 / 2 17.1 0.0 All 12.4 0.0 WB L 1 / 2 8.6 0.0 TR 4 / 6 13.9 0.0 All 13.2 0.0 NB L 0 / 0 26.7 0.0 TR 4 / 6 11.3 0.0 All 11.4 0.0 SB L 3 / 7 11.7 0.0 TR 4 / 8 12.6 0.0 All 12.3 0.0 Intersect. 12.2 SIG/Cinema v3.08 Page 2 79 39 15 68 73 151 9 365 23 239 341 115 1 22 24 1 22 24 2 15 04 2 15 04 3 24 24 3 24 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/21/2023 East/West Street Kagy Boulevard Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block 1 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 1 2 0 0 0 2 0 0 0 1 0 0 0 Configuration L T TR T TR R Volume (veh/h)0 0 996 10 566 0 15 Percent Heavy Vehicles (%)3 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.16 6.90 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.23 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 16 Capacity, c (veh/h)954 463 v/c Ratio 0.00 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.8 13.1 Level of Service (LOS)A B Approach Delay (s/veh)0.0 13.1 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 3:18:20 PMKagy & 17th AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/21/2023 East/West Street Kagy Boulevard Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 Block 1 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 1 2 0 0 0 2 0 0 0 1 0 0 0 Configuration L T TR T TR R Volume (veh/h)0 0 548 19 1022 0 10 Percent Heavy Vehicles (%)3 3 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.9 Critical Headway (sec)4.16 6.90 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.23 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 11 Capacity, c (veh/h)619 661 v/c Ratio 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)10.8 10.5 Level of Service (LOS)B B Approach Delay (s/veh)0.0 10.5 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 3:19:14 PMKagy & 17th PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Stucky Road Analysis Year 2037 North/South Street S 11th Avenue Time Analyzed AM Future Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)131 39 112 321 150 62 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)218 144 Capacity, c (veh/h)271 1257 v/c Ratio 0.81 0.11 95% Queue Length, Q₉₅ (veh)6.3 0.4 Control Delay (s/veh)56.7 8.2 1.2 Level of Service (LOS)F A A Approach Delay (s/veh)56.7 3.0 Approach LOS F A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 1:53:11 PMS 11th & Stucky AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 6/21/2023 East/West Street Stucky Road Analysis Year 2037 North/South Street S 11th Avenue Time Analyzed PM Future Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)203 24 77 188 122 311 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)264 90 Capacity, c (veh/h)363 1052 v/c Ratio 0.73 0.09 95% Queue Length, Q₉₅ (veh)5.5 0.3 Control Delay (s/veh)37.4 8.7 0.8 Level of Service (LOS)E A A Approach Delay (s/veh)37.4 3.1 Approach LOS E A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 1:58:14 PMS 11th & Stucky PM Exist Plus.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 6/21/2023 N/S Street Name S 11th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.57 Project Description SUD Phase 3 Blk 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 20 28 7 0 32 47 22 0 51 253 61 0 4 103 24 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 35 49 12 0 56 82 39 0 89 444 107 0 7 181 42 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 96 177 640 230 Entry Volume, veh/h 96 177 640 230 Circulating Flow (vc), pc/h 244 568 91 227 Exiting Flow (vex), pc/h 163 213 518 249 Capacity (cpce), pc/h 1076 773 1258 1095 Capacity (c), veh/h 1076 773 1258 1095 v/c Ratio (x)0.09 0.23 0.51 0.21 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.1 7.2 8.3 5.2 Lane LOS A A A A 95% Queue, veh 0.3 0.9 3.0 0.8 Approach Delay, s/veh | LOS 4.1 A 7.2 A 8.3 A 5.2 A Intersection Delay, s/veh | LOS 7.2 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:04:41 PM11th & Arnold AM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Arnold Agency or Co.Marvin & Associates E/W Street Name Arnold Street Date Performed 6/21/2023 N/S Street Name S 11th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.88 Project Description SUD Phase 3 Block 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 27 45 20 0 7 35 17 0 41 99 7 0 45 135 20 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 31 51 23 0 8 40 19 0 47 112 8 0 51 153 23 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 105 67 167 227 Entry Volume, veh/h 105 67 167 227 Circulating Flow (vc), pc/h 212 190 133 95 Exiting Flow (vex), pc/h 110 110 162 184 Capacity (cpce), pc/h 1112 1137 1205 1253 Capacity (c), veh/h 1112 1137 1205 1253 v/c Ratio (x)0.09 0.06 0.14 0.18 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.0 3.7 4.2 4.4 Lane LOS A A A A 95% Queue, veh 0.3 0.2 0.5 0.7 Approach Delay, s/veh | LOS 4.0 A 3.7 A 4.2 A 4.4 A Intersection Delay, s/veh | LOS 4.2 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:05:28 PM11th & Arnold PM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 6/2/2023 N/S Street Name S 11th Avenue Analysis Year 2023 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.84 Project Description SUD Phase 3 Block 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 113 184 122 0 7 223 158 0 130 125 24 0 69 37 45 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 135 219 145 0 8 265 188 0 155 149 29 0 82 44 54 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 499 461 333 180 Entry Volume, veh/h 499 461 333 180 Circulating Flow (vc), pc/h 134 439 436 428 Exiting Flow (vex), pc/h 330 474 472 197 Capacity (cpce), pc/h 1204 882 885 892 Capacity (c), veh/h 1204 882 885 892 v/c Ratio (x)0.41 0.52 0.38 0.20 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.2 11.1 8.4 6.1 Lane LOS A B A A 95% Queue, veh 2.1 3.1 1.8 0.8 Approach Delay, s/veh | LOS 7.2 A 11.1 B 8.4 A 6.1 A Intersection Delay, s/veh | LOS 8.5 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:06:13 PM11th & Graf AM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 11th & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 6/2/2023 N/S Street Name S 11th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.84 Project Description SUD Phase 3 Block 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 47 182 122 0 14 159 62 0 39 21 7 0 76 50 95 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 56 217 145 0 17 189 74 0 46 25 8 0 90 60 113 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 0 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 418 280 79 263 Entry Volume, veh/h 418 280 79 263 Circulating Flow (vc), pc/h 167 127 363 252 Exiting Flow (vex), pc/h 315 348 155 222 Capacity (cpce), pc/h 1164 1212 953 1067 Capacity (c), veh/h 1164 1212 953 1067 v/c Ratio (x)0.36 0.23 0.08 0.25 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 6.6 5.0 4.5 5.7 Lane LOS A A A A 95% Queue, veh 1.7 0.9 0.3 1.0 Approach Delay, s/veh | LOS 6.6 A 5.0 A 4.5 A 5.7 A Intersection Delay, s/veh | LOS 5.8 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:07:11 PM11th & Graf PM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 6/21/2023 N/S Street Name S 3rd Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.72 Project Description SUD Phase # Block 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 112 161 0 215 117 0 265 235 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 156 224 0 299 162 0 368 326 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 380 461 694 Entry Volume, veh/h 380 461 694 Circulating Flow (vc), pc/h 299 368 156 829 Exiting Flow (vex), pc/h 482 530 0 523 Capacity (cpce), pc/h 1017 948 1177 Capacity (c), veh/h 1017 948 1177 v/c Ratio (x)0.37 0.49 0.59 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.5 9.8 10.3 Lane LOS A A B 95% Queue, veh 1.8 2.7 4.0 Approach Delay, s/veh | LOS 7.5 A 9.8 A 10.3 B Intersection Delay, s/veh | LOS 9.4 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:02:36 PM3rd & Graf AM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 3rd & Graf Agency or Co.Marvin & Associates E/W Street Name Graf Street Date Performed 6/21/2023 N/S Street Name S 3rd Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.59 Project Description SUD Phase 3 Block 1 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 139 125 0 122 154 0 95 108 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 236 212 0 207 261 0 161 183 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 Pedestrians Crossing, p/h 0 0 0 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 448 468 344 Entry Volume, veh/h 448 468 344 Circulating Flow (vc), pc/h 207 161 236 629 Exiting Flow (vex), pc/h 419 422 0 419 Capacity (cpce), pc/h 1117 1171 1085 Capacity (c), veh/h 1117 1171 1085 v/c Ratio (x)0.40 0.40 0.32 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.4 7.1 6.4 Lane LOS A A A 95% Queue, veh 2.0 2.0 1.4 Approach Delay, s/veh | LOS 7.4 A 7.1 A 6.4 A Intersection Delay, s/veh | LOS 7.0 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:04:07 PM3rd & Graf PM Future.xro HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & West Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Kagy Boulevard Analysis Year 2037 North/South Street West Access Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 2 0 0 0 1 0 0 0 Configuration T TR T R Volume (veh/h)990 7 566 6 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.90 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)7 Capacity, c (veh/h)490 v/c Ratio 0.01 95% Queue Length, Q₉₅ (veh)0.0 Control Delay (s/veh)12.4 Level of Service (LOS)B Approach Delay (s/veh)12.4 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:11:52 PMKagy & West Access AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & West Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Kagy Boulevard Analysis Year 2037 North/South Street West Access Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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 2 0 0 0 1 0 0 0 Configuration T TR T R Volume (veh/h)538 12 1022 10 Percent Heavy Vehicles (%)0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 Critical Headway (sec)6.90 Base Follow-Up Headway (sec)3.3 Follow-Up Headway (sec)3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 Capacity, c (veh/h)703 v/c Ratio 0.02 95% Queue Length, Q₉₅ (veh)0.0 Control Delay (s/veh)10.2 Level of Service (LOS)B Approach Delay (s/veh)10.2 Approach LOS B Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:12:35 PMKagy & West Access PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 17th & Access S of Kagy Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Access South of Kagy Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed PM Peak Future Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)2 13 12 6 13 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)19 15 Capacity, c (veh/h)1040 1607 v/c Ratio 0.02 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)8.5 7.3 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.5 4.9 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:13:18 PMS 17th & Access S Kagy Future PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 17th & Access S of Kagy Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street Access South of Kagy Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed PM Peak Future Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)2 13 12 6 13 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)19 15 Capacity, c (veh/h)1040 1607 v/c Ratio 0.02 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)8.5 7.3 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.5 4.9 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:14:38 PMS 17th & Access S Kagy Future PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 17th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street State Street Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed AM Peak Future Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)13 27 10 5 11 16 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)51 13 Capacity, c (veh/h)1003 1590 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 Control Delay (s/veh)8.8 7.3 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.8 4.9 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:15:33 PMS 17th & State St Future AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 17th & State Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street State Street Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed PM Peak Future Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)11 21 23 7 6 12 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)41 29 Capacity, c (veh/h)990 1605 v/c Ratio 0.04 0.02 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)8.8 7.3 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.8 5.6 Approach LOS A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:16:20 PMS 17th & State St Future PM Future.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 17th & Stucky Agency or Co.Marvin & Associates E/W Street Name Stucky Road Date Performed 6/22/2023 N/S Street Name S 17th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed Peak AM Future Peak Hour Factor 0.78 Project Description SUD Phase 3 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 5 125 5 0 5 145 20 0 5 10 5 0 25 5 20 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 6 160 6 0 6 186 26 0 6 13 6 0 32 6 26 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 5 5 5 5 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 172 218 25 64 Entry Volume, veh/h 172 218 25 64 Circulating Flow (vc), pc/h 44 25 198 198 Exiting Flow (vex), pc/h 198 218 45 18 Capacity (cpce), pc/h 1319 1345 1128 1128 Capacity (c), veh/h 1319 1344 1127 1127 v/c Ratio (x)0.13 0.16 0.02 0.06 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 3.8 4.0 3.4 3.7 Lane LOS A A A A 95% Queue, veh 0.4 0.6 0.1 0.2 Approach Delay, s/veh | LOS 3.8 A 4.0 A 3.4 A 3.7 A Intersection Delay, s/veh | LOS 3.9 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:08:12 PMStucky & 17th AM Future.xro HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection S 17th & Stucky Agency or Co.Marvin & Associates E/W Street Name Stucky Road Date Performed 6/22/2023 N/S Street Name S 17th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed Peak PM Future Peak Hour Factor 0.78 Project Description SUD Phase 3 Jurisdiction City of Bozeman Volume Adjustments and Site Characteristics Approach EB WB NB SB Movement U L T R U L T R U L T R U L T R Number of Lanes (N)0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Lane Assignment LTR LTR LTR LTR Volume (V), veh/h 0 5 217 5 0 5 115 35 0 5 15 5 0 20 10 20 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 6 278 6 0 6 147 45 0 6 19 6 0 26 13 26 Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Pedestrians Crossing, p/h 5 5 5 5 Proportion of CAVs 0 Critical and Follow-Up Headway Adjustment Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway, s 4.9763 4.9763 4.9763 4.9763 Follow-Up Headway, s 2.6087 2.6087 2.6087 2.6087 Flow Computations, Capacity and v/c Ratios Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Entry Flow (ve), pc/h 290 198 31 65 Entry Volume, veh/h 290 198 31 65 Circulating Flow (vc), pc/h 45 31 310 159 Exiting Flow (vex), pc/h 310 179 70 25 Capacity (cpce), pc/h 1318 1337 1006 1173 Capacity (c), veh/h 1317 1336 1005 1173 v/c Ratio (x)0.22 0.15 0.03 0.06 Delay and Level of Service Approach EB WB NB SB Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 4.6 3.9 3.8 3.5 Lane LOS A A A A 95% Queue, veh 0.8 0.5 0.1 0.2 Approach Delay, s/veh | LOS 4.6 A 3.9 A 3.8 A 3.5 A Intersection Delay, s/veh | LOS 4.2 A Copyright © 2023 University of Florida. All Rights Reserved. HCS™Roundabouts Version 2023 Generated: 6/23/2023 2:09:09 PMStucky & 17th PM Future.xro HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection State & Access E S19th Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street State Street Analysis Year 2037 North/South Street Access East of S 18th Ave Time Analyzed Peak AM Future Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)6 2 3 4 8 14 12 2 8 31 0 19 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)8 5 28 63 Capacity, c (veh/h)1585 1613 935 951 v/c Ratio 0.00 0.00 0.03 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.2 Control Delay (s/veh)7.3 0.0 0.0 7.2 0.0 0.0 9.0 9.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)4.0 1.1 9.0 9.0 Approach LOS A A A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:17:23 PMState & Access East Of S 18th AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection State & Access E S19th Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 6/22/2023 East/West Street State Street Analysis Year 2037 North/South Street Access East of S 18th Ave Time Analyzed Peak PM Future Peak Hour Factor 0.80 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description SUD Phase 3 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)11 3 6 10 6 28 6 1 4 15 1 24 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)14 13 14 50 Capacity, c (veh/h)1565 1607 886 948 v/c Ratio 0.01 0.01 0.02 0.05 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.2 Control Delay (s/veh)7.3 0.1 0.1 7.3 0.1 0.1 9.1 9.0 Level of Service (LOS)A A A A A A A A Approach Delay (s/veh)4.1 1.7 9.1 9.0 Approach LOS A A A A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 6/23/2023 2:18:12 PMState & Access East Of S 18th PM Future.xtw APPENDIX C Internal Capture Worksheets Project: SUD Block 1 AWT AWT Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 272 0 0 54 0 Restaurant 00 0 0 Residential 620 0 136 0 0 Hotel 00 0 0 AWT Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 272 0 0 38 0 Restaurant 00 0 0 Residential 620 0 149 0 0 Hotel 00 0 0 AWT Exiting Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 54 0 0 54 0 Restaurant 000 0 0 Residential 38 0 38 0 0 Hotel 000 0 0 Total ICT Exit = 92 AWT Entering Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 38 0 0 38 0 Restaurant 000 0 0 Residential 54 0 54 0 0 Hotel 000 0 0 Total ICT Enter = 92 INTERNAL CAPTURE TRIP WORKSHEET ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM TRIPS FROM ICT TRIPS TO Project: SUD Block 1 AM Hour AM HOUR Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 10 0 0 1 0 Restaurant 00 0 0 Residential 78 0 1 0 0 Hotel 00 0 0 AM HOUR Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 14 0 0 2 0 Restaurant 00 0 0 Residential 23 0 0 0 0 0 Hotel 00 0 0 0 AM HOUR Exiting Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 00 0 0 0 Restaurant 000 0 0 Residential 101 0 0 Hotel 000 0 0 Total ICT Exit =1 AM HOUR Entering Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 10 0 1 0 Restaurant 000 0 0 Residential 000 0 0 Hotel 000 0 0 Total ICT Enter =1 TRIPS FROM INTERNAL CAPTURE TRIP WORKSHEET ICT TRIPS TO ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM Project: SUD Block 1 PM Hour PM HOUR Total # TRIPS FROM of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 33 0 0 9 0 Restaurant 00 0 0 Residential 41 0 17 0 0 Hotel 00 0 0 PM HOUR Total # TRIPS TO of Trips Office Retail Restaurant Residential Hotel Office 00 00 Retail 33 0 0 3 0 Restaurant 00 0 0 Residential 65 0 30 0 0 Hotel 00 0 0 PM HOUR Exiting Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 90 0 9 0 Restaurant 000 0 0 Residential 303 0 0 Hotel 000 0 0 Total ICT Exit =12 PM HOUR Entering Trips Office Retail Restaurant Residential Hotel Office 00000 Retail 30 0 3 0 Restaurant 000 0 0 Residential 909 0 0 Hotel 000 0 0 Total ICT Enter =12 TRIPS FROM INTERNAL CAPTURE TRIP WORKSHEET ICT TRIPS TO ICT TRIPS FROM BALANCED ICT DEMAND TRIPS FROM APPENDIX D Traffic Assignment Models 2022 AM HOUR BLOCK 1 COMMERCIAL TRAFFIC ASSIGNMENT35%36NORTH 11 261100Number Of Trips: Enter Exit0%000%731 7310026307311 26323635%10%3635%6%611 262241121037%006%04 42%21 1125%11 8 126%12 4 1520%15 10 1414%2%11112%11 4 12 12 8 1514%15 4 1014%1 26 P=+6 4 P=+625%100 27 404 8010 6202%2735%86%1814%6%627Passerby=80%11%19%3411%02710%22 125%P=+1 14 827 2737%22 934Passerby=20%547BLOCK 132 23732%P=+1 8 40731 12724%4327% 12%724%4319%20%60731 12 6 018 14 611%83 1811%18 12 1220%12 011%11 8 1818 2619%26 039013%0141414046940 0 14 61313%02013%19%13S 17th Avenue189412 5912000000002%0000459412 5131813%17%5%1318 09412 5 0 02711121 00555 23%300%0%01515%15 5 2 77%1001111653127311 62102810%2% 8%S 19th AvenueS 11th Avenue S 3rd AvenueGRAF STREET GRAF SREETARNOLD STREETIngressKAGY BOULEVARD KAGY BOULEVARDSTUCKY ROADSTATE STREETSTUCKY ROAD STUCKY ROADWEST LINCOLNKAGY BOLEVARDRt-In/RT-Out AccessAWT =EgressPeak AM =Passerby=KAGY BOULEVARDBLOCK 1 ACCESSSTATE STREETGRAF STREET 2022 PM HOUR BLOCK 1 COMMERCIAL TRAFFIC ASSIGNMENT35%41NORTH 21 202100Number Of Trips: Enter Exit0%000%731 7310020605821 20774135%10%4135%6%721 204432141037%006%03 82%21 2225%22 15 186%18 3 1220%12 8 1714%2%12212%22 7 18 18 15 1214%12 8 814%1 20 P=+6 3 P=+625%80 21 703 1508 12402%2135%116%2314%6%1221Passerby=80%11%19%4011%02110%24 165%P=+1 18 621 2137%34 936Passerby=20%6114BLOCK 127 191432%P=+1 16 701425 231424%4827% 12%1424%4819%20%1201425 23 12 014 11 1211%67 1411%14 23 2320%23 011%13 6 1414 3419%34 078013%01111110811880 0 11 111513%02213%19%15S 17th Avenue208810 10810000000002%00008108810 10152013%17%5%1520 08810 10 0 0261922 00999 43%400%0%01815%18 4 4 87%20099546156611 55122910%2% 8%S 19th AvenueS 11th Avenue S 3rd AvenueGRAF STREETGRAF STREETKAGY BOULEVARDKAGY BOULEVARDSTUCKY ROADSTUCKY ROADSTATE STREETARNOLD STREETWEST LINCOLNKAGY BOLEVARDPasserby=BLOCK 1 ACCESSKAGY BOULEVARDAWT =IngressPeak PM =EgressGRAF SREETRt-In/RT-Out AccessSTATE STREETSTUCKY ROAD