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HomeMy WebLinkAboutKagy Student Housing TIS Final Report 022123TRAFFIC IMPACT STUDY for KAGY STUDENT HOUSING Bozeman, Montana Prepared for TD&H ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 February 21, 2023 TRAFFIC IMPACT STUDY for KAGY STUDENT HOUSING Bozeman, Montana Prepared for TD&H ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 February 21, 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 6 Trip Generation 6 Trip Distribution 8 Traffic Assignment 10 TRAFFIC IMPACTS 12 Existing Plus Development Traffic Volumes 12 Capacity 12 Safety 14 Future Conditions Plus Site Traffic 14 Future Capacity 14 IMPACT MITIGATION MEASURES 16 Interim Improvements Analysis 17 CONCLUSIONS & RECCOMMENDATIONS 19 APPENDIX A – TRAFFIC COUNTS & PROJECTIONS APPENDIX B – CAPACITY CALCULATIONS APPENDIX C – TRAFFIC ASSIGNMENT MODELS ii LIST OF TABLES PAGE Table 1. Existing Capacity Calculation Summary 6 Table 2. Kagy Student Housing Development Trip Generation Summary 7 Table 3. Existing Plus Site Traffic Capacity Summary 12 Table 4 Future Background Plus Site Traffic Capacity Summary 15 Table 5. Existing Plus Site Traffic With Interim Improvements Capacity Summary 19 LIST OF FIGURES PAGE Figure 1. Kagy Student Housing Development Site & Study Intersections 2 Figure 2. Year 2022 Balanced and Adjusted Traffic Volume Counts 5 Figure 3. Site Generated Directional Trip Distribution 9 Figure 4. Study Site Traffic Volume Assignment 11 Figure 5. Existing 2020 Traffic Plus Site Generated Traffic Volumes 13 Figure 6 Future Operations at Kagy Boulevard & Hawk Rudge 16 Figure 7. Existing 2020 PM Hour Plus Site Traffic With Interim Mitigation Improvements 18 Kagy Student Housing Traffic Impact Study MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 1 INTRODUCTION The following narratives serve as a summary report of operational impacts that could be associated with the proposed development of the Kagy Student Housing project located in the northeast corner of S 19th Avenue and Kagy Boulevard. The report, figures, and appendices encompass all intersections that could potentially be impacted by the development. Typically the TIS would include all intersections between arterial and collector streets within a 0.5-mile radius of the development. However, City of Bozeman Staff have indicated that the study only needed to include two external intersections and the site accesses. PROPOSED SITE DEVELOPMENT The proposed development property is located in the northeast corner of the S 19th Avenue & Kagy Boulevard intersection, with the northern boundary adjacent to a multifamily housing and the eastern boundary fronting on Hawk Ridge, a private street access to existing residential properties south of Kagy Boulevard (see Figure 1). The development property is currently occupied by the Bozeman Church of Christ building which will be removed prior to construction of proposed student housing. The church is currently accessed by a driveway located on Kagy Boulevard approximately 260’ east of S 19th Avenue. That driveway will be removed and the main access to the proposed development will utilized Hawk Ridge street intersection to accommodate two of the development site accesses. The site access immediately north of the Kagy Boulevard and Hawk Ridge intersection will access surface parking and multi-level parking garage spaces within the development’s interior. The second access from Hawk Ridge would be to a 21-space surface parking lot. Approximately 24 perpendicular parking spaces would be available along the northern side of the building and would be accessed by a proposed driveway onto S 19th Avenue. The new access would be located approximately 400’ north of Kagy Boulevard. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 3 EXISTING CONDITIONS Streets & Intersections City of Bozeman City staff indicted that it would not be necessary to include all arterial and collector intersections within a 0.5-mile radius of the site be included in the TIS. They indicated that the S19th Avenue intersections with Kagy Boulevard and Lincoln Street should be included in the analysis along with the site accesses on Kagy Boulevard and S 19th 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 indicates that the project will progress with a new scoping project, but no published design and construction schedule. Based on potential traffic growth it could be assumed that a future street section with 5 lanes of traffic would be needed and this assumption was used in this TIS analysis. The exact configuration of intersection controls at the S 19th Avenue and Kagy Boulevard intersection will not be known until project design concepts have been secured. 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 Kagy Student Housing 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 and at the intersection of Kagy Boulevard and Hawk Ridge in November of 2022. Traffic volume summaries for these intersections can be found in Appendix A of this report. The results of the traffic 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 in includes summaries of a 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 Kagy Student Housing Traffic Impact Study Page 5 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 6 Existing Capacity Capacity calculations were completed for the study 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 with the exception of the Hawk Ridge approach at its intersection with Kagy Boulevard. Southbound Hawk Ridge traffic operates at LOS “D” in the peak AM hour and LOS “F” in the peak PM hour. The 54.9 second average delay in the peak PM hour period results in a maximum queue of only one vehicle. 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 SB- Worst 26.9 D 1 SB- Worst 54.9 F 1 Table 1. Existing Capacity Calculation Summary S 19th Avenue & Lincoln Street PEAK PM HOUR S 19th Avenue & Kagy Boulevard Kagy Boulevard & Hawk Ridge PEAK AM HOUR DEVELOPMENT TRAFFIC PROJECTIONS Trip Generation The planned development of the Kagy Student Housing project involves construction of a 5-story building with 172 living units accommodating 602 bedrooms. Within the center of the building, surface parking and a parking garage will be accessed by an approach to Hawk Ridge immediately north of Kagy Boulevard. Two additional surface parking lots are planned on the north MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 7 side of the building and near the northeast corner of the building. ITE Trip Generation Report, 11th Edition – Land Use Code 226 was to estimate trip generation. Table 2 summarizes trip generation projections for the proposed 602-bedroom building. The development would generate approximately 1,547 trips on the average weekday (AWT). There would be 42 trips during the peak AM hour period with 19 trips entering and 23 exiting the site. During the peak PM hour period, there would be 126 trips with 59 entering and 67 exiting the development site. Table 2. Kagy Student Housing Development Trip Generation Summary No. of Rate Total Total Total Development Area Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit 602 Beds 1 1547 2 42 19 23 3 126 59 67 Total Trip Ends =1547 42 19 23 126 59 67 Pedestrian/Bike Trips =30%464 30%13 6 7 30%38 18 20 Net Vehicular Trips =1083 29 13 16 88 41 47 1 - T = 2.57(X)2 - T = 0.07(X) [46% enter]3 - T = 0.21(X) [47% enter] Peak AM Hour Peak PM HourITE Trip Generation Report - 11th Edition Average Weekday Code 226 - Off-Campus Student Apts - Mid-Rise Not all these trips would represent new traffic on the street system. Some trips would be attributed to bike and pedestrian modes. Table 2 includes an estimate of alternate trips modes based on an extensive study completed for the South University District Phase 2 development on S 11th Avenue. That student housing development is located at the same distance to the MSU Campus and would have similar trip mode characteristics. Therefore, alternative trip modes were estimated to be 30% of total trips. With alternate mode trips applied, the net vehicular trips would be 1,083 average weekday trips with 29 vehicular trips in the AM hour and 88 in the PM hour, as indicated in Table 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 8 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 Kagy Student Housing 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 the fact that trips associated with students and the location of the university would heavily skew directional distribution to and from the campus The overall percentage distribution in Figure 3 is used to route traffic within the assignment models. In addition, the distribution analysis accounts for directional patterns created by access restrictions that produce one-way traffic on some of the street links. Right-in and right-out intersections at Lincoln Streets and at site accesses on S 19th Avenue and Kagy Boulevard results in exiting trips to an external destination would not use the same links as return trips from the destination to the original origin. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 9 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 10 Traffic Assignment Site traffic assignments were completed using the trip generation projections in Table 2 and the trip distribution percentages discussed in the preceding section. The traffic assignment models (Appendix C) assumed that the street system geometry and operational controls would still remain as it currently exists when the development is completed. Figure 4 presents the AWT and peak hour site traffic assignments at the site accesses and on the external street system. Assignment of the site traffic was based on the relative proportion of internal parking spaces distributed to each access, as indicted in Figure 3. Site traffic volumes on S 19th Avenue to the north and Kagy Boulevard to the east would be relatively equal, with 424 AWT on S 19th Avenue and 585 on Kagy Boulevard. The Hawk Ridge access would be the main access to the site with approximately 94% of the total site generated traffic. Most of the site traffic would be concentrated on Kagy Boulevard east of Hawk Ridge. It should also be noted that traffic exiting the site to destinations along Lincoln Street would not enter the site using Lincoln Street due to prohibited movements at the Lincoln Street and S 19th Avenue intersection but would enter the site on Kagy Boulevard from the east. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 11 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 12 TRAFFIC IMPACTS Existing Plus Development Traffic Volumes Figure 5 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 the Kagy Student Housing development. Also shown in Figure 5 are the resultant AWT volumes on the study street links. When these AWT volumes are compared to Figure 2 existing volumes, the highest increases (approximately 3%) would occur on Kagy Boulevard. 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%. 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. The S 19th Avenue site access would operate at LOS “C” while the Hawk Ridge site access would be further degraded operating at LOS “E” in the AM hour and LOS “F” in the PM Hour. The average delay for each vehicle on the southbound approach would be over 3 minutes and the vehicle queue would increase from 1 to 5 vehicles. 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 24.0 C 12 Overall 20.9 C 10 NB- Worst 30.5 C 12 NB- Worst 30.3 C 6 SB- Worst 35.8 E 1 SB- Worst 188.6 F 5 WB- Worst 17.7 C 0 WB- Worst 18.3 C 0 S 19th Avenue & Kagy Boulevard Kagy Boulevard & Hawk Ridge S 19th Avenue & Site Access Table 3. Existing Plus Site Traffic Capacity Summary PEAK AM HOUR PEAK PM HOUR S 19th Avenue & Lincoln Street MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 13 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 14 Safety All the site accesses would have adequate sight distance according to AASHTO geometric guidelines. Warrants for left-turn and right-turn auxiliary lanes were investigated using the MDT Traffic Manual Figure 28.4A and 28.4F and it was determined that both right turn lane and left turn lane warrants would be met at the Hawk Ridge intersection on Kagy Boulevard. 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 3 and 4. 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 group and traffic assigned to the existing and proposed street system contained therein. Traffic volumes on S 19th and Avenue and on Kagy Boulevard were increased by a factor of 1.35 (1.5% annual growth for 15 years). In some cases, developments within the study are a part of the growth factor and some traffic balancing was required to determine a reasonable estimate of future traffic volumes at the key study intersections. Future Capacity Table 4 presents a summary of the MOE’s for each site access intersection along with intersection of Kagy Boulevard and S 19th Avenue the year 2037 (see Appendix B). In calculating the future capacity, it was assumed that all the future street improvements and extensions would be constructed as currently planned. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 15 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. Since the peak PM hour traffic conditions presents the greatest level of impacts, the peak AM hour conditions were not calculated. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q Overall 24.4 C 15 NB- Worst 43.8 D 9 SB- Worst 21.4 C 1 WB- Worst 25.8 D 1 Table 4. Future Background Plus Site Traffic Capacity Summary PEAK AM HOUR PEAK PM HOUR S 19th Avenue & Kagy Boulevard Kagy Boulevard & Hawk Ridge S 19th Avenue & Site Access Table 4 indicates that the intersection of S 19th Avenue and Kagy Boulevard would operate at an overall LOS “C” with the northbound approach operating at LOS “D”. The site access driveway on S 19th Avenue would operate at LOS “D”, however, the average delay would only be 0.8 seconds more than the 25.0 second threshold for LOS “C” and the maximum queue on the driveway would only be one vehicle. The southbound approach at the Hawk Ridge access on Kagy Boulevard would operate at LOS “C” with the assumed future 5-lane street section in-place. This indicates that the Hawk Ridge intersection would experience a vast improvement in efficiency over current conditions. An analysis of future vehicle queue and safety conditions associated with intersection sight distance was completed and is exhibited in Figure 6. Maximum vehicle queues are plotted at both site intersections and at key approach to the S 19th Avenue and Kagy Boulevard intersection. The worst condition at the S 19th Avenue access would provide 375’ of sight distance to oncoming northbound vehicles from the southbound left-turn lane. The minimum sight distance for that movement is 310’. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 16 The southbound left turn movement at the Hawk Ridge intersection would have 250’ sight distance from the stopped position. While the minimum sight distance for that movement is 390’. However, the future two way left turn lane in Kagy Boulevard would provide a temporary refuge for the left turning vehicle and at that location the sight distance to oncoming eastbound traffic would be more than 500’. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 17 IMPACT MITIGATION MEASURES It was determined that the intersection of Hawk Ridge and Kagy Boulevard would operate at an acceptable LOS with the assumed 5-lane street section on Kagy Boulevard. Existing geometric conditions on Kagy Boulevard would significantly impact Hawk Drive access operations with site generated traffic. It can be assumed that the Kagy Student Housing development would be completed several years before planned improvements to Kagy Boulevard are in place. Therefore, interim improvements to the access intersection would be required. Interim Improvements Analysis Existing plus site generated traffic analysis indicated that both westbound right- turn and eastbound left-turn lanes would be warranted. In addition, capacity calculations revealed that the southbound left-turn volumes on Hawk Ridge would cause significant delay for traffic trying to access Kagy Boulevard. Several alternatives to mitigate impacts, short of building a 5-lane street section, were conceived. However, most of the concepts would not totally mitigate the above noted impacts. An interim mitigation measure must provide both left-turn and right-turn entry lanes while eliminating the southbound left-turn movement that could not be accommodated without constructing the future 5-lane street section. The Hawk Ridge and Kagy Boulevard intersection would then become what is commonly referred as a ¾ intersection. Restriction of the left-turn movement at this intersection would also result in a redistribution of the site traffic assignment. Left turn traffic exiting the site would need to turn right onto Kagy Boulevard, turn right at the S 19th Avenue intersection and make a right turn at onto Lincoln Street to reach destinations east and northeast of the site. Figure 7 illustrates the existing plus site traffic volumes that would result from the interim mitigation measure. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 18 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 19 Capacity calculations were completed for key intersections based on the interim improvements and the resultant redistribution of traffic (see Appendix B). Table 5 presents a summary the results. All intersection would operate at LOS “C” or better. The maximum queues shown in Figure 7 were based on the capacity calculations detailed in Appendix B. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q WB- Worst 19.8 C 4 Overall 20.8 C 11 NB- Worst 30.3 C 6 SB- Worst 9.8 A 1 WB- Worst 18.6 C 0 S 19th Avenue & Lincoln Street S 19th Avenue & Kagy Boulevard Kagy Boulevard & Hawk Ridge S 19th Avenue & Site Access Table 5. Existing Plus Site Traffic With Interim Improvements Capacity Summary PEAK AM HOUR PEAK PM HOUR CONCLUSIONS & RECOMMENDATIONS Development of the Kagy Student Housing project would add relatively modest traffic volumes onto the existing street system with the highest percentage increase being approximately 3% on Kagy Boulevard. The most substantial impact would occur at the intersection of Kagy Boulevard and Hawk Ridge, where existing operations are not ideal. The Hawk Ridge approach to Kagy Boulevard currently operates at LOS “F” during that time period. The average delay to Hawk Ridge traffic is approximately 60 seconds. Since the existing traffic volumes are low, the maximum queue on that approach is only one vehicle. Addition of site traffic would exacerbate the delay resulting in an increase in the maximum queue to 5 vehicles with an average delay of 189 seconds during the pm hour. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Kagy Student Housing Traffic Impact Study Page 20 Future traffic (year 2037) on Kagy Boulevard at the Hawk Ridge access would completely block Hawk Ridge traffic during peak hour periods. When improvements are constructed on Kagy Boulevard, at some point in the future, a 5-lane street section would mitigate impacts and the Hawk Ridge intersection would then operate at acceptable levels of service. Since the proposed Kagy Student Housing project would be constructed in advance of future Kagy Boulevard improvements, interim improvements would be required. Interim improvements that would be needed to mitigate impacts until the point in time when Kagy Boulevard can be reconstructed. Another development south of the Kagy Student Housing project (South University District Phase 2, Block 1) could occur concurrently. Development of that project could widen to the south of Kagy Boulevard, which could allow some modifications to existing pavement marks. Interim impact mitigation measures to delineate an eastbound left turn lane could then be possible. It is recommended that the two developments coordinate efforts to ensure that interim improvements are synchronized and compatible for safe and efficient operations. 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 Study Name 19th Avenue and West Lincoln Street Start Date 04/05/2022 Start Time 7:30 AM Site Code Project Kagy Student Housing Southbound Westbound Northbound Eastbound S 19th Avenue West Lincoln Street S 19th Avenue West Lincoln Street 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 Study Name 19th Avenue and Kagy Blvd Start Date 04/05/2022 Start Time 7:30 AM Site Code Project Kagy Student Housing Southbound Westbound Northbound Eastbound S 19th Avenue W Kagy Blvd S 19th Avenue W Kagy Blvd Total Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 7:45 AM 5 5 0 107 179 0 296 8:00 AM 2 1 2 109 144 0 258 8:15 AM 2 0 0 108 153 0 263 8:30 AM 3 3 0 95 180 0 281 Peak AM = 12 9 2 419 656 0 1098 PHF = 0.93 5:00 PM 2 2 9 169 149 5 336 5:15 PM 2 1 5 169 128 2 307 5:30 PM 6 3 3 138 136 3 289 5:45 PM 1 2 4 157 109 2 275 Peak AM = 11 8 21 633 522 12 1207 PHF = 0.90 Southbound Westbound Northbound Eastbound Type Road Classification Totals Hawks Ridge Access W Kagy Blvd n/a W Kagy Blvd Site Code Project Kagy Student Housing Study Name Kagy and Hawks Ridge Start Date 11/29/2022 Start Time 7:45 AM 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 1/4/2023 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 Kagy Student Housing 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 © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 12:59:30 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 1/4/2023 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 Kagy Student Housing 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 © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 1:16:00 PM19th & Lincoln PM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin AM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 1/4/2022 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 1/4/2022 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 1/4/2023 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 1/4/2023 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 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Ridge Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hawk Ridge Time Analyzed AM Hour Existing Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 796 477 2 9 12 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.500 0.400 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)0 23 Capacity, c (veh/h)1061 187 v/c Ratio 0.00 0.12 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)8.4 0.0 26.9 Level of Service (LOS)A A D Approach Delay (s/veh)0.0 26.9 Approach LOS A D Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 1:30:31 PMKagy & Hawk AM Exist.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Ridge Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hawk Ridge Time Analyzed PM Hour Existing Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 1 0 Configuration LT TR LR Volume (veh/h)12 673 804 21 8 11 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.000 0.500 0.400 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)13 20 Capacity, c (veh/h)772 92 v/c Ratio 0.02 0.22 95% Queue Length, Q₉₅ (veh)0.1 0.8 Control Delay (s/veh)9.7 0.3 54.9 Level of Service (LOS)A A F Approach Delay (s/veh)0.4 54.9 Approach LOS A F Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 1:34:24 PMKagy & Hawk PM Exist.xtw 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 1/4/2023 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed AM Hour Existing Plus Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 6 994 40 0 251 931 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 © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:36:11 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 1/4/2023 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed PM Hour Existing Plus Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 1 965 34 0 243 1086 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 © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:40:08 PM19th & Lincoln PM Exist Plus.xtw HCM Analysis Summary Existing Plus Site R Marvin AM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 1/4/2022 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 13 0.94 0 52 0.94 0 160 0.94 0 17 0.94 0 319 0.94 0 38 0.94 0 685 0.94 0 304 0.94 0 485 0.94 0 356 0.94 0 35 0.94 0 35 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 0.011 0.217 R 0.051 25.8 C WB * L 308 0.120 0.217 L 0.552 30.2 C 18.8 B T 412 0.009 0.217 T 0.044 25.7 C R 951 0.118 0.590 R 0.200 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 0.122 0.277 R 0.438 27.8 C SB Lper 109 0.000 0.349 19.3 B * Lpro 544 0.286 0.301 L 0.790 26.1 C TR 1891 0.115 0.530 TR 0.217 10.6 B Intersection: Delay = 24.0sec/veh Int. LOS=C Xc= 0.76 * Critical Lane Group (v/s)Crit= 0.61 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin AM Hour Kagy Blvd/S 19th Ave 1/4/2022 Case: S 19TH & KAGY AM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 7.0 0.0 T 0 / 1 24.4 0.0 R 1 / 1 15.9 0.0 All 14.4 0.0 WB L 3 / 4 6.9 0.0 T 0 / 1 25.9 0.0 R 3 / 5 15.5 0.0 All 16.1 0.0 NB L 1 / 3 13.7 0.0 T 6 / 10 11.5 0.0 R 3 / 6 12.0 0.0 All 11.6 0.0 SB L 7 / 10 7.2 0.0 TR 3 / 5 19.5 0.0 All 13.1 0.0 Intersect. 12.9 SIG/Cinema v3.08 Marvin & Associates Page 2 29 13 52 160 17 319 38 685 304 485 356 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 Plus Site R Marvin PM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 1/4/2023 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 34 0.94 0 25 0.94 0 274 0.94 0 14 0.94 0 550 0.94 0 6 0.94 0 449 0.94 0 233 0.94 0 402 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 0.019 0.278 T 0.068 23.9 C R 449 0.007 0.278 R 0.024 23.6 C WB * L 387 0.209 0.278 L 0.752 36.9 D 21.7 C T 528 0.008 0.278 T 0.028 23.7 C R 1002 0.205 0.622 R 0.329 8.1 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 0.518 30.8 C R 412 0.074 0.256 R 0.291 28.7 C SB Lper 183 0.000 0.322 15.2 B * Lpro 501 0.237 0.278 L 0.626 15.0 B TR 1736 0.198 0.489 TR 0.406 15.4 B Intersection: Delay = 20.9sec/veh Int. LOS=C Xc= 0.71 * Critical Lane Group (v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin PM Hour Kagy Blvd/S 19th Ave 1/4/2023 Case: S 19TH & KAGY PM EXIST PLUS App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 7.0 0.0 T 1 / 1 19.0 0.0 R 0 / 1 17.2 0.0 All 12.4 0.0 WB L 6 / 10 5.4 0.0 T 0 / 1 25.6 0.0 R 5 / 6 15.7 0.0 All 13.4 0.0 NB L 0 / 1 8.5 0.0 T 5 / 6 11.3 0.0 R 2 / 3 15.4 0.0 All 11.8 0.0 SB L 5 / 9 8.4 0.0 TR 5 / 8 16.3 0.0 All 13.8 0.0 Intersect. 13.1 SIG/Cinema v3.08 Marvin & Associates Page 2 62 34 25 274 14 550 6 449 233 402 592 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 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Ridge Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hawk Ridge Time Analyzed AM Hour Existing Plus Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 1 0 Configuration LT TR LR Volume (veh/h)6 796 478 9 17 19 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.000 0.500 0.400 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 39 Capacity, c (veh/h)1053 155 v/c Ratio 0.01 0.25 95% Queue Length, Q₉₅ (veh)0.0 0.9 Control Delay (s/veh)8.4 0.1 35.8 Level of Service (LOS)A A E Approach Delay (s/veh)0.2 35.8 Approach LOS A E Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:43:22 PMKagy & Hawk AM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Ridge Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hawk Ridge Time Analyzed PM Hour Existing Plus Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 1 0 Configuration LT TR LR Volume (veh/h)30 638 806 42 31 32 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.000 0.500 0.400 Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)32 68 Capacity, c (veh/h)756 72 v/c Ratio 0.04 0.94 95% Queue Length, Q₉₅ (veh)0.1 4.8 Control Delay (s/veh)10.0 0.7 188.6 Level of Service (LOS)A A F Approach Delay (s/veh)1.1 188.6 Approach LOS A F Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:47:46 PMKagy & Hawk PM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Site Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Site Access Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed AM Hour Existing Plus Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 2 0 0 1 2 0 Configuration LR T TR L T Volume (veh/h)1 1 1033 1 0 0 878 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 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)2 0 Capacity, c (veh/h)286 622 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)17.7 10.8 Level of Service (LOS)C B Approach Delay (s/veh)17.7 0.0 Approach LOS C A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:55:17 PM19th & Site Access AM Exist Plus.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Site Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Site Access Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed PM Hour Existing Plus Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 2 0 0 1 2 0 Configuration LR T TR L T Volume (veh/h)2 2 1059 2 0 1 1088 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 1 Capacity, c (veh/h)275 620 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)18.3 10.8 Level of Service (LOS)C B Approach Delay (s/veh)18.3 0.0 Approach LOS C A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 2:57:33 PM19th & Site Access PM Exist Plus.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 & Site Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Site Access Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed PM Hour Future Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 2 0 0 1 2 0 Configuration LR T TR L T Volume (veh/h)2 2 1461 2 0 1 1509 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 1 Capacity, c (veh/h)177 437 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)25.8 13.3 Level of Service (LOS)D B Approach Delay (s/veh)25.8 0.0 Approach LOS D A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/4/2023 3:43:06 PM19th & Site Access PM Future.xtw HCM Analysis Summary Assummed Future Conditions R Marvin PM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 1/4/2023 Case: S 19TH & KAGY 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 3 2 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 84 0.94 0 47 0.94 0 31 0.94 0 286 0.94 0 18 0.94 0 718 0.94 0 12 0.94 0 659 0.94 0 212 0.94 0 497 0.94 0 884 0.94 0 128 0.94 0 15 0 0 0 --- --- 300 5 0 0 --- --- 110 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 LTP LTP LTP 0 28.0 3.5 1.5 29.5 4.0 0.0 20.5 4.0 2.0 Actuated 93.0 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 425 0.063 0.301 L 0.209 24.3 C 23.8 C T 573 0.026 0.301 T 0.087 23.3 C R 487 0.011 0.301 R 0.035 22.9 C WB * L 415 0.221 0.301 L 0.733 34.9 C 18.7 B T 573 0.010 0.301 T 0.033 22.9 C R 1066 0.276 0.662 R 0.417 7.4 A NB L 114 0.025 0.220 L 0.114 29.2 C 43.8 D * T 794 0.194 0.220 T 0.883 46.2 D R 355 0.068 0.220 R 0.307 30.5 C SB Lper 82 0.000 0.284 17.1 B * Lpro 573 0.293 0.317 L 0.808 27.6 C TR 2061 0.296 0.580 TR 0.509 11.7 B Intersection: Delay = 24.4sec/veh Int. LOS=C Xc= 0.84 * Critical Lane Group (v/s)Crit= 0.71 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Assummed Future Conditions R Marvin PM Hour Kagy Blvd/S 19th Ave 1/4/2023 Case: S 19TH & KAGY PM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 7.0 0.0 T 1 / 3 16.6 0.0 R 0 / 1 13.3 0.0 All 11.4 0.0 WB L 7 / 9 5.3 0.0 T 1 / 2 23.1 0.0 R 7 / 10 13.4 0.0 All 13.2 0.0 NB L 0 / 1 3.8 0.0 T 7 / 9 9.1 0.0 R 1 / 2 20.5 0.0 All 9.8 0.0 SB L 10 / 15 6.1 1.0 TR 6 / 8 17.6 0.0 All 13.2 1.0 Intersect. 12.1 SIG/Cinema v3.08 Marvin & Associates Page 2 84 47 31 286 18 718 12 659 212 497 884 128 1 27 24 1 27 24 2 30 04 2 30 04 3 20 24 3 20 24 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hak Ridge Time Analyzed PM Hour Future Conditions Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 1 0 Configuration L T T TR LR Volume (veh/h)0 30 755 1052 42 30 31 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.10 6.80 6.90 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)32 64 Capacity, c (veh/h)614 284 v/c Ratio 0.05 0.23 95% Queue Length, Q₉₅ (veh)0.2 0.9 Control Delay (s/veh)11.2 21.4 Level of Service (LOS)B C Approach Delay (s/veh)0.4 21.4 Approach LOS A C Copyright © 2023 University of Florida. 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HCS™TWSC Version 2023 Generated: 1/4/2023 3:51:58 PMKagy & Hawk PM Futue.xtw APPENDIX B-4 Interim Improvement 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 1/4/2023 East/West Street Lincoln Street Analysis Year 2022 North/South Street S 19th Avenue Time Analyzed PM Hr Exist Plus Mitigate Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 1 965 57 0 243 1086 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 © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/6/2023 12:49:04 PM19th & Lincoln PM Exist Plus Miitigate.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Site Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Site Access Analysis Year 2023 North/South Street S 19th Avenue Time Analyzed PM Hr With Mitigation Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 2 0 0 1 2 0 Configuration LR T TR L T Volume (veh/h)2 2 1082 2 0 1 1088 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)4 1 Capacity, c (veh/h)269 607 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)18.6 10.9 Level of Service (LOS)C B Approach Delay (s/veh)18.6 0.0 Approach LOS C A Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/6/2023 12:46:21 PM19th & Site Access PM Exist Plus Mitigate.xtw HCM Analysis Summary Exist Plus Site w/ Mitigation Traff R Marvin PM Hour Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 1/4/2023 Case: S 19TH & KAGY PM EXIST PLUS MITIGATION 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 34 0.94 0 25 0.94 0 274 0.94 0 14 0.94 0 573 0.94 0 6 0.94 0 449 0.94 0 233 0.94 0 402 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 0.019 0.278 T 0.068 23.9 C R 449 0.007 0.278 R 0.024 23.6 C WB * L 387 0.209 0.278 L 0.752 36.9 D 21.3 C T 528 0.008 0.278 T 0.028 23.7 C R 1002 0.220 0.622 R 0.353 8.3 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 0.518 30.8 C R 412 0.074 0.256 R 0.291 28.7 C SB Lper 183 0.000 0.322 15.2 B * Lpro 501 0.237 0.278 L 0.626 15.0 B TR 1736 0.198 0.489 TR 0.406 15.4 B Intersection: Delay = 20.8sec/veh Int. LOS=C Xc= 0.71 * Critical Lane Group (v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Exist Plus Site w/ Mitigation Traff R Marvin PM Hour Kagy Blvd/S 19th Ave 1/4/2023 Case: S 19TH & KAGY PM EXIST PLUS MITIGATION App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 7.0 0.0 T 1 / 1 19.0 0.0 R 0 / 1 17.2 0.0 All 12.4 0.0 WB L 6 / 11 5.1 0.0 T 0 / 1 25.3 0.0 R 3 / 5 16.9 0.0 All 13.6 0.0 NB L 0 / 1 8.5 0.0 T 5 / 6 11.2 0.0 R 2 / 3 15.0 0.0 All 11.7 0.0 SB L 5 / 9 8.6 0.0 TR 5 / 8 16.6 0.0 All 14.0 0.0 Intersect. 13.2 SIG/Cinema v3.08 Marvin & Associates Page 2 62 34 25 274 14 573 6 449 233 402 592 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 HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & Hawk Ridge Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/4/2023 East/West Street Kagy Boulevard Analysis Year 2023 North/South Street Hawk Ridge Time Analyzed PM Hr Exist Plus Mitigate Peak Hour Factor 0.93 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Kagy Student Housing 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 0 0 0 1 Configuration LT T R Volume (veh/h)30 638 806 63 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked 0.000 0.400 Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 6.2 Critical Headway (sec)4.10 6.20 Base Follow-Up Headway (sec)2.2 3.3 Follow-Up Headway (sec)2.20 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)32 68 Capacity, c (veh/h)786 371 v/c Ratio 0.04 0.18 95% Queue Length, Q₉₅ (veh)0.1 0.7 Control Delay (s/veh)9.8 0.6 16.9 Level of Service (LOS)A A C Approach Delay (s/veh)1.1 16.9 Approach LOS A C Copyright © 2023 University of Florida. All Rights Reserved. HCS™TWSC Version 2023 Generated: 1/5/2023 1:16:02 PMKagy & Hawk PM Exist Plus Mitigate.xtw APPENDIX C Traffic Assignment Models 2022 AM HOUR KAGY STUDEBT HOUSING TRAFFIC ASSIGNMENT 36% 10 NORTH 5 6 5 000 Number Of Trips: Enter Exit 0%01 1272 1272 00 14% 061 13 16 56 36%11 4%13 16 34%11 2% 56 40 0114% 02 0114% 61 56 36%11 4% 1%94% 0%11 37%45%28 49% 5 6 15 13 005 1%78 52% 06837%86 7 7 4% 2%10 014140 1 16 0162%45%68 001 9%3%00 21 00 2%3 9%0 10% S 19th Avenue SITE ACCESS Peak AM = KAGY BOLEVARD WEST LINCOLN KAGY BOLEVARD AWT = Hawk Ridge 2022 PM HOUR KAGY STUDEBT HOUSING TRAFFIC ASSIGNMENT 36% 391 32 NORTH 15 17 15 000 Number Of Trips: Enter Exit 0%0 0223 542 0.081 542 00 24% 0172 41 47 15 19 36%34 4%42 48 414 34%34 2% 15 19 14 1 0244% 0677 0224% 17 2 16 19 36%34 4% 424 94% 1%1036 0%34 37%45%84 49% 16 19 44 40 0015 1%21 23 52% 1182337%23 18 21 23 4% 2%22 21 143527 43 1 2 47 585 14202%45%20 24 014 9%3%00 55 00 2%9 9%0 114 10% S 19th Avenue SITE ACCESS KAGY BOLEVARD KAGY BOLEVARD Hawk Ridge Peak AM = WEST LINCOLN AWT =