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HomeMy WebLinkAbout017_Appendix P - Road Engineering Design ReportEngineering Report Road Design South University District Phase 3 - Block 3 Preliminary Plat Updated May 2026 Submitted to: City of Bozeman Engineering Department 20 East Olive Bozeman, MT 59715 Prepared by: Stahly Engineering and Associates 851 Bridger Drive, Suite 1 Bozeman, MT 59715 (406) 522-8594 Engineering Report Table of Contents General Information Design Criteria Description of Subdivision Streets Traffic Generation Pavement Design Signage and Striping Lighting Figures and Tables Figure 1. Vicinity Map Table 1. Design ESAL Determinations Attachments/References C4.0 STREET PLAN C6.0 SIGNAGE AND STRIPING PLAN Flexible Pavement Design Calculations Traffic Impact Study Signal Warrant Analysis General Information The proposed South University District Phase 3 Block 3 Subdivision consists of 17.51 Acres located southeast of the intersection of 19th Avenue and Stucky Road. The Block 3 subdivision will consist of 2 lots with the north lot being approximately 8.84 acres and the south lot being 8.64 acres. The total subdivision area including required offsite improvements is 23.26 acres. This Block 3 Subdivision is designed with the intention of there being 256 residential units between the two lots to create a diversified neighborhood in a growing part of town, adjacent to the Montana State University Campus. The onsite Block 3 project will be accessed via the existing S 19th Street and Stucky Road, and by the proposed Arnold Street and S 17th Avenue. The developer’s contact information is: RTR Holdings II, LLC Randy Hecht 22 Turtle Rock Court Tiburon, CA 94920 The location of the Block 3 Development is shown on the Vicinity Map in Figure 1 Figure 1. Vicinity Map, Bozeman, Montana Design Criteria Streets withing the South University District Phase 3 Block 3 Subdivision will be designed in accordance with the City of Bozeman Design Standards and Specifications Policy. Construction specifications will be Montana Public Works Standards and Specifications (MPWSS), and the City of Bozeman Modifications to MPWSS. The transportation pathways for the Block 3 Subdivision are designed to connect traffic flows from S 19th Avenue to current and future subdivisions. The streets installed with the Block 3 Subdivision will be local city streets relevant throughout and after construction of this subdivision. Description of Subdivision Streets The South University District Phase 3, Block 3 Subdivision will consist of developing 3 publicly maintained local streets. The existing Stucky Road (collector Street) and proposed S 17th Avenue (local street), Student Drive (local street) and Arnold Street (local street) will provide access to the Block 3 Subdivision. Arnold Street Arnold Street is a Local Street plus pedestrians. The street has a focus on pedestrian traffic accommodated with 10’ shared use pathways on the south and north sides of the street with a 6.0’ Boulevard separating the sidewalk from the travel lanes. The street consists of two, 10’ wide travel lanes with 7.5’ parallel parking spaces provided on either side of the travel lanes. The Arnold Street section has a 70’ Right of Way. South 17th Avenue South 17th Avenue is a Local Street plus Bikes. The street is designed with a focus bike traffic accommodated through 5’ bike lanes provided on both sides of the street. South 17th consists of two, 10’ wide travel lanes with 7’ wide parallel parking separated by the bike lanes. The street section contains 6’ boulevards on the west side and 5.5 ft boulevards on the east (park) side and 6’ Sidewalks making up a 70’ Right of Way. Student Drive Student Drive is a Local Street with two, 10’ travel lanes. There is 7.5’ parallel parking provided on both sides of the 10’ travel lanes. The Student Drive Street section also consists of 6.0’ Boulevard and 6.0’ sidewalks completing a 62’ Right of Way. Traffic Generation A Traffic Impact Study (TIS) has been conducted by Marvin & Associates and is attached. The TIS shows that all on-site and nearby intersection and accesses function at a Level of Service C or better both prior to and after the planned improvements. Signal Warrant Analysis A Signal Warrant Analysis has been conducted by Sanbell and is attached. The Signal Warrant Analysis analyzed the intersection of S.19th Ave and future Arnold Street under full subdivision build out conditions, including the Jarret Subdivison. It was determined that a traffic signal is not required under full subdivision build out conditions. Pavement Design Flexible pavement design for City streets within the Block 3 South University District Phase 3 Subdivision is in accordance with AASHTO Flexible Pavement design standards. The design method empirically determines required road section thickness based on site specific design criteria. City Design Requirements City of Bozeman Design Standards state a minimum 20-year Equivalent 18,000-lb Single Axle Load (ESAL) of 50,000. The minimum pavement thickness is 3” for local streets and 4” for arterial and collector streets. A minimum of 6” of crushed base course is required over pit-run sub-base. The depth of the pit-run sub-base is determined based on the required strength of the roadway. ESAL Determination South University District Phase 3 Block 3 offsite improvements includes the local street extensions of South 17th Avenue and Arnold Street. Design ESAL loading is estimated based on future buildout traffic conditions. Local Streets are based on 4,000 ADT. The ESAL loads are a fraction of the total trips for a period of 20 years. ESAL are assumed to be 0.6% for local streets. Table 1. Design ESAL Determinations. Street ADT ESAL % Term (yr) ESAL Local 4,000 0.6% 20 175,200 Due to the dense development planned the ESAL loading exceeds City minimums. Pavement and Road Section Design The pavement design starts with the City required section thicknesses for pavement and crushed base course, and solves for pit-run sub-base course thickness. The Geotechnical report provided the existing subgrade strength as a CBR of 2.5. The structural numbers for asphalt pavement, crushed base course and pit-run sub-base are 0.42, 0.13, and 0.12, respectively. The attached calculation sheet shows that 15” of pit- run sub-base is required for local streets. Geotextile separation/stabilization fabric is proposed between the subgrade and sub-base. Though not required, based on the AASHTO design, the geotextile will improve survivability during construction, offset subgrade inconsistencies, and increase lifespan of the roadway. Signage and Striping Signage Proposed street signage will be in accordance with the Manual Uniform Traffic Control Devices (MUTCD). Proposed street signage is shown on the attached plan (C6.0 Signage and Striping Plan). Signage is to consist of stop signs at intersections, street name signs, pedestrian crossing warning signs at crosswalks, no parking signs at intersections, bike lane signs and reserved parking signs at accessible parking locations. Striping Proposed striping consists of lane lines, bike lane lines and bike lane symbols, crosswalks, stop bars and ADA parking symbols. Striping will also consist of demolition of existing striping on S 19th Avenue and restriping to accommodate appropriate striping for turning lanes into Arnold Street. Lighting Street lighting is proposed for all streets conforming to City of Bozeman Standards. Lighting is to be provided at all intersections along S 17th Avenue, Arnold Street and Student Drive. SOUTH 14TH AVEHC HC HC HC OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHE OHEY3 Y3 Y3 Y3 Y3 Y3 Y3 Y3 P3 P3 P3 P3 P3 STUCKY RD SOUTH 14TH AVESTUCKY RD(48' WIDTH - 90' ROW)OHEOHEOHEOHE(48' WIDTH - 90' ROW)**STATE ST(35' WIDTH - 60' ROW)(47' WIDTH - 70' ROW) SOUTH 17TH AVE(EXISTING 70' ROW) STUCKY RD(48' WIDTH - 90' ROW) ARNOLD ST(36' WIDTH - 105' ROW) SOUTH 14TH AVESOUTH 17TH AVE(47' WIDTH - 70' ROW)S 19TH AVE(ROW WIDTH VARIES)S 19TH AVE(ROW WIDTH VARIES)OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEEXISTINGTRAILS (TYP)STORM BASINS TORM B A S I N (47' WIDTH - 70' ROW)STUDENT DRIVES 19TH AVE(ROW WIDTH VARIES)EXISTINGSTORM BASIN CITY PARK 14.41 ACRESPLAT J-605Tract 3ACOS 2661BTract 1ACOS 2661B CITY PARK 2 9.64 ACRES PLAT J-605 LOT 1, BLOCK 1"PHASE 3"8.20 ACRESPLAT J-695 CITY PARK 41.83 ACRESPLAT J-695COMMON OPEN SPACELOT 2, BLOCK 1, 0.07 ACPLAT J-695COMMON OPEN SPACELOT 1, BLOCK 2, 0.07 ACPLAT J-695 COMMON OPEN SPACELOT 2, BLOCK 2, 0.07 ACPLAT J-695 BLOCK 3 , LOT 1A8.840 ACRES(385,071 SF)CITY PARK 3 13.36 ACRES PLAT J-695 LOT 2 "PHASE 1"6.41 ACRESPLAT J-518 BLOCK 3 SUBDIVISIONINFRASTRUCTURE EXTENTSBLOCK 3 SUBDIVISIONINFRASTRUCTUREEXTENTSARNOLD ST STUDENT DRIVE SOUTH 17TH AVES 19TH AVESTUCKY RD YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION RESTRICTED LOT 4 10.519 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION COMMON OPEN SPACE LOT 2 1.826 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION LOT 3 7.644 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION LOT 1 SDBLOCK 3, LOT 1B8.636 ACRES(376,169 SF)(36' WIDTH - 62' ROW) EXISTING TRAILS (TYP) EXISTING TRAILS (TYP) LOT 1, BLOCK 2"PHASE 3"8.60 ACRESPLAT J-695 (27' WIDTH - 70' ROW+29.5' EASE)ARNOLD ST SCALE IN FEETC4.0STREET PLAN1 12/15/2025 PRELIMINARY PLAT ZWL CDP 2 5/26/2026 PRELIMINARY PLAT RC1 JWF CDP PROFESSIONALENGINEERS &SURVEYORSSTAHLYENGINEERING& ASSOCIATESSUD PH. 3 BLOCK 3SUBDIVISION RTR HOLDINGS II, LLC HELENA Phone:(406)442-8594CODY Phone:(307)509-5541851 BRIDGER DR. STE 1BOZEMAN, MT 59715 Phone:(406)522-9526BILLINGS Phone:(406)601-4055GREAT FALLS Phone:(406)604-4644 SOUTH 14TH AVEHC HC HC HC OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHE OHEY3 Y3 Y3 Y3 Y3 Y3 P3 P3 P3 P3 STUCKY RD SOUTH 14TH AVESTUCKY RD(48' WIDTH - 90' ROW)OHEOHE(48' WIDTH - 90' ROW)(47' WIDTH - 70' ROW) SOUTH 17TH AVE(EXISTING 70' ROW)STUCKY RD(48' WIDTH - 90' ROW) ARNOLD ST (36' WIDTH - 105' ROW) SOUTH 14TH AVES 19TH AVE(ROW WIDTH VARIES)OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEEXISTINGTRAILS (TYP)STORM BASINS T O RM B A S I N (47' WIDTH - 70' ROW)STUDENT DRIVES 19TH AVE(ROW WIDTH VARIES)EXISTINGSTORM BASIN CITY PARK 14.41 ACRESPLAT J-605Tract 3ACOS 2661B CITY PARK 2 9.64 ACRES PLAT J-605 CITY PARK 41.83 ACRESPLAT J-695PLAT J-695 BLOCK 3 , LOT 1A8.840 ACRES(385,071 SF)CITY PARK 3 13.36 ACRES PLAT J-695 LOT 2 "PHASE 1"6.41 ACRESPLAT J-518 ARNOLD ST STUDENT DRIVE SOUTH 17TH AVES 19TH AVESTUCKY RD YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION RESTRICTED LOT 4 10.519 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION COMMON OPEN SPACE LOT 2 1.826 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION LOT 3 7.644 ACRES YELLOWSTONE THEOLOGICAL INSTITUTE MINOR SUBDIVISION LOT 1 SDBLOCK 3, LOT 1B8.636 ACRES(376,169 SF)(36' WIDTH - 62' ROW) EXISTING TRAILS (TYP) EXISTING TRAILS (TYP) LOT 1, BLOCK 2"PHASE 3"8.60 ACRESPLAT J-695 (27' WIDTH - 70' ROW+29.5' EASE)ARNOLD ST STOPSt NameSt NameNOPARKINGHERE TOCORNERNOPARKINGHERE TOCORNERRESERVEDPARKINGMAX FINENOPARKINGANYTIMEYIELDBIKE ROUTESIGNING NOTES:STRIPING/MARKING NOTES:SCALE IN FEETC6.0SIGNAGE ANDSTRIPING PLAN1 12/15/2025 PRELIMINARY PLAT ZWL CDP 2 5/26/2026 PRELIMINARY PLAT RC1 JWF CDP PROFESSIONALENGINEERS &SURVEYORSSTAHLYENGINEERING& ASSOCIATESSUD PH. 3 BLOCK 3SUBDIVISION RTR HOLDINGS II, LLC HELENA Phone:(406)442-8594CODY Phone:(307)509-5541851 BRIDGER DR. STE 1BOZEMAN, MT 59715 Phone:(406)522-9526BILLINGS Phone:(406)601-4055GREAT FALLS Phone:(406)604-4644 SUD PHASE 3 BLOCK 3 SUBDIVISION IMPROVEMENTS Flexible Pavement Design by AASHTO Empirical Method for Flexible Pavement Design Equations Local Streets (South 17th Avenue, Student Drive and Arnold Street) Design Conditions ESAL % Term (yr) ESAL Design Traffic ADT 4000 0.6% 20 175200 Structural Number Solution LHS Structrual Number Solve Block W18=175200 ESAL RHS a1= 0.42 Asphalt confidence 90% D1= 3 inches ZR=-1.282 a2= 0.13 Base Couse 1.5" - So=0.45 std dev.D2= 6 inches PSI=4.2 initial M2= 1 Good drainage TSI=2.5 terminal a3= 0.12 Sub-base Course 6" - ∆PSI=1.7 D3=15 inches CBR=2.5 M3= 1 Good Drainage MR=3750 psi SN=3.84 SN=3.84 LHS RHS 5.2435341 5.570125 Section structural strength exceeds requirements Blue values are inputs, red values are outputs. Reference AASHTO Guide for Design of Pavement Structures for design values. 07.8log32.2 ]1)(SN 1094[0.40 ]2.7 PSI[log 20.0)]1([log36.9log 10 5.19 10 101810 -+ ++ D +-++=RoRMSNSZW 33322211MDaMDaDaSN++= TRAFFIC IMPACT STUDY for SOUTH UNIVERSITY DISTRICT PHASE 3 - BLOCK 3 Bozeman, Montana Prepared for STAHLY ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 September 19, 2022 P.T.O.E. # 259 TRAFFIC IMPACT STUDY for SOUTH UNIVERSITY DISTRICT PHASE 3 - BLOCK 3 Bozeman, Montana Prepared for STAHLY ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 September 19, 2022 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 8 Traffic Assignment 10 TRAFFIC IMPACTS 14 Existing Plus Development Traffic Volumes 14 Capacity 16 Safety 17 Future Conditions Plus Site Traffic 17 Future External Street Capacity 19 Future Block 1-3 Access Traffic Projections 20 Future Block 1-3 Access Capacity 22 CONCLUSIONS & RECCOMMENDATIONS 23 APPENDIX A – TRAFFIC COUNTS & PROJECTIONS APPENDIX B – CAPACITY CALCULATIONS APPENDIX C – TURN LANRAFFIC ASSIGNMENT MODELS ii LIST OF TABLES PAGE Table 1. Existing Capacity Calculation Summary 6 Table 2. South University District Block 3 Trip Generation Summary 7 Table 3. Existing Plus Blocks 1-3 Traffic Capacity Analysis Summary 16 Table 4 Future Year 2037 External Intersections Capacity Analysis Summary 19 Table 5. Future Year 2037 Site Access Intersections Capacity Calculation Summary 22 LIST OF FIGURES PAGE Figure 1. SUD Phase 3 Block 3 Development Site & Study Intersections 2 Figure 2. Year 2022 Existing Traffic Volumes 5 Figure 3. Block 2 Site Generated Trip Distribution Percentages 9 Figure 4. SUD Phase 3 Block 3 Traffic Assignment 11 Figure 5. SUD Phase 3 Block 3 Traffic Access Assignment 12 Figure 6. SUD Phase 3 Block 3, 2, & 1 Traffic Access Assignment 13 Figure 7 Existing Plus SUD Phase 3 Blocks 1-3 Development Site Traffic 15 Figure 8. Future Traffic Projections at External Intersections 18 Figure 9. Future Traffic Projections at SUD Blocks 3, 2, &1 Accesses 21 . South University District Phase3 Block 3 Traffic Impact Study MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 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 3 development of the South University District Subdivision, herein referenced as the SUD Phase 3 Block 3 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: south of the Stucky Road extension, with the southern boundary fronting on the future extension of Arnold Street; the eastern boundary is located along the S. 17th Avenue extension; and the western boundary fronts along S 19th Avenue, as shown in Figure 1. The Stucky Road Extension, State Street, and S 17th Avenue are all currently under construction. Block 3 of SUD Phase 3 consists of 18.65 acres that will accommodate 256 dwelling units within low-rise structures. Three additional developments within Phase 3 are shown in Figure 1. The Block 2 TIS resort was recently submitted while Blocks 1 and 4 TIS reports are currently being prepared for the proposed developments in SUD Phase 3. Access to the proposed development will include Arnold Street, Stucky Road, South 17th Avenue, which are currently under construction as part of SUD Phase 3 subdivision improvements. Additionally, a local street access would connect S 19th Avenue to S 17th Avenue midway between Arnold Street and Stucky Road. The S 17th Avenue intersection with Kagy Boulevard will be “right-in/right-out” access and is currently under construction. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 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, thru 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 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 4 and there are opposing left-turn bays within the raised median at the Lincoln Street intersection. 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 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 SUD Phase 3 Block 3 Traffic Impact Study Page 5 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 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 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 3 Traffic Impact Study Page 7 DEVELOPMENT TRAFFIC PROJECTIONS Trip Generation The planned development of SUD Phase 3 , Block 3 includes low-rise buildings with 256 dwelling units. ITE Trip Generation Report, 11th Edition – Land Use Code 221 was to estimate trip generation. Table 2 summarizes trip generation projections for the proposed 256 dwelling unit development. The development would generate approximately 1,725 trips on the average weekday (AWT). There would be 102 trips during the peak AM hour period with 24 trips entering and 78 exiting the site. During the peak PM hour period, there would be 131 trips with 83 entering and 42 exiting the site. Table 2. SUD Phase 3 - Block 3 Trip Generation Summary No. of Rate Total Total Total Development Area Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Code 220 - Low-Rise Multifamily 256 DUs Total Trip Ends =1 1725 2 102 24 78 3 131 83 48 Pedestrian/Bike Trips =10%173 12%12 3 9 14%18 12 6 Net Vehicular Trips = 1552 90 21 69 113 71 42 1 - T = 6.74(X)2 - T = 0.40(X) (24% enter)3 - T = 0.51(X) (63% enter) Peak AM Hour Peak PM HourITE Trip Generation Report - 11th Edition Average Weekday 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 reasonable walking/biking distance of the apartments. It was estimated that 10% of the trips could be assigned to alternative travel modes on the average weekday with 12% of the trips in the AM hour and 14% of the trips in the PM hour being walking and/or biking trips. The net vehicular trips would be 1,552 average weekday trips with 90 vehicular trips in the AM hour and 113 in the PM hour, as indicated in Table 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 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 SUD Phase 3, Block 3 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 creates one-way traffic on some of the street links. Right-in and right-out intersections at Lincoln Streets and at the site access on Kagy Boulevard creates a situation where exiting trips to an external destination 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 3 Traffic Impact Study Page 9 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 10 Traffic Assignment Site traffic assignments were completed using the trip generation projections in Table 3 and the trip distribution percentages discussed in the preceding section. The traffic assignment models (see Appendix C) 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 Arnold Street 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 19th Avenue. Site traffic would be split between S 19th Avenue to the north and Stucky Road to the east with 590 AWT on S 19th Avenue and 480 on Stucky Road. Site traffic assignment for SUD Phase 3, Block 3 access intersections were calculated and are summarize in Figure 5. Figure 5 details nine intersections that surround the development site. The highest volume access would be the site access on Stucky Road with 23 vehicles exiting and 48 vehicles entering the site during the peak PM hour period. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 11 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 12 Since the SUD Phase 3 development is currently constructing the public streets that will provide access to the Block 3, Block 2, and the Block 1 development, it can be assumed that these blocks will be developed in the same time frame. A previous study for Block 1 (aka Block 5) was completed in 2016 with a TIS update submitted in 2018 and the Block 2 TIS was completed and submitted in MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 13 early September 2020. 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, it was determined that a revised traffic assignment model was necessary to determine traffic volumes at the intersection accesses shared with Block 1. Appendix C contains the new Block 1, Block 2, and Block 3 traffic assignment models. Figure 6 summarizes the combination of Blocks 1, 2, and 3 traffic assignments at the nine site accesses. Figure 6 indicates that the Stucky Road access would be the highest volume access with 215 vehicles entering and exiting during the peak PM hour period. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 14 TRAFFIC IMPACTS Existing Plus Development Traffic Volumes Figure 7 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, Blocks 1 , 2 and 3. Also shown in Figure 7 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 10%) would occur on S 19th Avenue, north and south of 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%. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 15 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 16 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 external intersection. All the intersections external to the site would operate at LOS “C” or better for existing plus site traffic conditions. The S 11th Avenue NB approach to Kagy Boulevard would have the greatest delay of the four site accesses with 39.6 seconds per vehicle in the am hour (LOS “D”) and 31.1 LOS “C”) 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 25.5 C 9 Overall 20.8 C 10 NB- Worst 31.9 C 9 NB- Worst 31.1 C 7 Overall 26.5 C 9 Overall 25.2 C 16 EB- Worst 38.0 D 8 WB- Worst 27.2 C 4 Overall 18.8 B 6 Overall 18.6 B 6 WB- Worst 22.7 C 5 WB- Worst 22.5 C 5 Overall 22.5 C 10 Overall 23.8 C 16 NB- Worst 39.6 D 10 WB- Worst 31.1 C 16 EB- Worst 22.4 C 3 EB- Worst 22.0 C 3 Overall 5.6 A 2 Overall 3.7 A 1 NB- Worst 6.3 A 2 SB- Worst 3.9 A 1 Overall 9.9 A 5 Overall 4.7 A 1 WB- Worst 13.6 B 5 EB- Worst 5.0 A 1 Overall 6.7 A 3 Overall 5.6 A 2 NB- Worst 7.2 A 3 EB- Worst 5.8 A 2 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 Table 3. Existing Plus Blocks 1 - 3 Traffic Capacity Calculation Summary PEAK AM HOUR PEAK PM HOUR S 19th Avenue & Lincoln Street S 19th Avenue & Kagy Boulevard 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 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 17 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 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 1, 2, and 4 as a part of this study (see Appendix C). 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. Figure 8 illustrates the resulting traffic projections on the external intersections. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 18 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 19 Future External Street Capacity Table 4 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 WB- Worst 13.5 B 1 WB- Worst 29.3 D 7 NA Overall 33.7 C 11 Overall 32.8 C 16 WB- Worst 44.6 D 4 WB- Worst 41.8 D 6 EB- Worst 15.1 C 1 EB- Worst 16.0 C 1 Overall 28.7 C 9 Overall 21.1 C 9 NB- Worst 33.4 C 9 NB- Worst 22.3 C 5 NA EB- Worst 37.2 E 5 EB- Worst 42.5 E 6 Overall 6.2 A 3 Overall 4.1 A 1 NB- Worst 7.3 A 3 SB- Worst 4.4 A 1 Overall 11.7 B 6 Overall 5.4 A 6 WB- Worst 17.3 C 6 EB- Worst 5.8 A 2 Overall 7.6 A 3 Overall 5.5 A 2 NB- Worst 8.2 A 3 EB- Worst 5.7 A 2 Table 4. Future Year 2037 External Intersections 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 & Arnold 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 Table 4 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 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 20 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 16 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 “E” during the AM and PM peak 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 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 delay. It would also accommodate significant pedestrian traffic at this intersection. Future Block 1 - 3 Access Traffic Projections Figure 9 illustrates future year 2037 traffic projections at the site access intersections. The volumes include thru-traffic on S 19th Avenue. S 17th Avenue and Stucky Road based 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 3 Traffic Impact Study Page 21 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 22 Future Block 1 - 3 Access Capacity Table 5 presents the results of capacity calculations for the site access intersection based on the Figure 9 traffic projections. Intersections labeled “4 thru”9”0 in Table 5 were not analyzed because Arnold Street would not extend to S 11th Avenue as a part of Block 3 development. Those intersections would have exceptionally low traffic volumes, if for some reason the Block 4 properties were not developed. 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. Access into and out of the Stucky Road approach would not be blocked by westbound vehicle queues (6 in PM Hour) at the S 19th Avenue and Stucky Road intersection since the left turn lane could accommodate 9 vehicles in storage. Intersection Int/App Delay LOS Max Q Int/App Delay LOS Max Q NB- Worst 12.9 B 1 NB- Worst 12.0 B 1 WB- Worst 10.7 B 1 NB- Worst 9.9 A 1 EB- Worst 8.6 A 1 EB- Worst 8.8 A 1 Overall 3.6 A 1 Overall 3.9 A 1 WB- Worst 3.6 A 1 EB- Worst 4.1 A 1 WB- Worst 10.6 B 1 WB- Worst 12.5 B 1 Table 5. Future Year 2037 Site Access Intersections Capacity Calculation Summary S 17th Avenue & State Street S 17th Avenue & Stucky Road Stucky Road & Block 2 Access PEAK AM HOUR PEAK PM HOUR S 17th Avenue & Kagy Boulevard S 19th Avenue & State Street MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 SUD Phase 3 Block 3 Traffic Impact Study Page 23 CONCLUSIONS & RECOMMENDATIONS Development of the SUD Phase 3 Block 3 property would not cause additional impacts to the safety and efficiency of any of the area streets or intersections. However, Block 3 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. 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 are currently in limbo but will eventually be required at 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 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 6 988 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 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 1 948 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 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)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 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)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 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 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 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 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 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 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 1-3 Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1-3 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)4 81 0 6 1037 42 0 251 949 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: 9/14/2022 12:04:40 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 1-3 Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1-3 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)12 289 0 1 1000 34 0 243 1139 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: 9/14/2022 12:12:14 PM19th & Lincoln PM Exist Plus.xtw HCM Analysis Summary Existing Plus Phase 1-3 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 41 0.94 0 734 0.94 0 243 0.94 0 488 0.94 0 388 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 259 0.000 0.277 31.9 C Lpro 130 0.024 0.072 L 0.113 18.6 B * T 1000 0.216 0.277 T 0.781 33.7 C R 447 0.081 0.277 R 0.293 25.3 C SB Lper 92 0.000 0.349 21.0 C * Lpro 544 0.288 0.301 L 0.816 29.8 C TR 1890 0.126 0.530 TR 0.237 10.8 B Intersection: Delay = 25.5sec/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 Phase 1-3 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 7.6 0.0 T 0 / 1 18.0 0.0 R 0 / 0 0.0 0.0 All 11.1 0.0 WB L 3 / 4 6.8 0.0 T 0 / 1 25.3 0.0 R 2 / 3 15.5 0.0 All 15.6 0.0 NB L 1 / 2 11.9 0.0 T 6 / 9 11.2 0.0 R 2 / 5 13.1 0.0 All 11.4 0.0 SB L 7 / 9 8.5 0.0 TR 3 / 4 18.8 0.0 All 13.9 0.0 Intersect. 12.9 SIG/Cinema v3.08 Marvin & Associates Page 2 29 14 6 139 17 263 41 734 243 488 388 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 1-3 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 27 0.94 0 255 0.94 0 13 0.94 0 532 0.94 0 10 0.94 0 500 0.94 0 157 0.94 0 373 0.94 0 679 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 0.008 0.278 R 0.029 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 170 0.000 0.256 31.1 C Lpro 120 0.006 0.067 L 0.038 21.0 C * T 923 0.147 0.256 T 0.576 31.9 C R 412 0.038 0.256 R 0.148 26.7 C SB Lper 160 0.000 0.322 15.6 B * Lpro 501 0.220 0.278 L 0.601 14.8 B TR 1739 0.224 0.489 TR 0.458 16.0 B Intersection: Delay = 20.8sec/veh Int. LOS=C Xc= 0.69 * Critical Lane Group (v/s)Crit= 0.56 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1-3 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 1 / 2 6.6 0.0 T 1 / 2 14.4 0.0 R 0 / 1 16.4 0.0 All 10.8 0.0 WB L 5 / 6 6.0 0.0 T 0 / 1 24.7 0.0 R 5 / 7 14.0 0.0 All 14.2 0.0 NB L 0 / 2 7.8 0.0 T 5 / 7 10.5 0.0 R 2 / 3 18.7 0.0 All 11.2 0.0 SB L 5 / 10 8.4 0.0 TR 5 / 8 15.4 0.0 All 13.3 0.0 Intersect. 12.8 SIG/Cinema v3.08 Marvin & Associates Page 2 62 35 27 255 13 532 10 500 157 373 679 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 1-3 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 3 349 0.92 2 70 0.90 2 97 0.92 2 24 0.90 2 44 0.90 2 100 0.90 2 152 0.92 2 645 0.92 5 27 0.90 2 22 0.90 2 288 0.92 5 215 0.92 2 45 0 0 0 --- --- 25 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 274 0.206 0.280 38.0 D * Lpro 177 0.100 0.100 L 0.840 40.1 D TR 401 0.077 0.230 TR 0.337 32.3 C WB Lper 272 0.000 0.280 30.2 C Lpro 177 0.015 0.100 L 0.060 19.7 B TR 388 0.078 0.230 TR 0.340 32.4 C NB Lper 354 0.030 0.460 22.5 C * Lpro 142 0.080 0.080 L 0.333 14.4 B * TR 1368 0.212 0.400 TR 0.530 24.3 C SB Lper 209 0.000 0.460 19.9 B Lpro 142 0.014 0.080 L 0.068 12.5 B T 724 0.173 0.400 T 0.432 23.6 C R 851 0.076 0.540 R 0.141 11.8 B Intersection: Delay = 26.5sec/veh Int. LOS=C Xc= 0.70 * Critical Lane Group (v/s)Crit= 0.60 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Existing Plus Phase 1-3 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 10.8 0.0 TR 3 / 5 10.6 0.0 All 10.7 0.0 WB L 0 / 0 29.2 0.0 TR 3 / 5 12.8 0.0 All 13.2 0.0 NB L 3 / 4 9.1 0.0 TR 7 / 9 11.9 0.0 All 11.5 0.0 SB L 1 / 2 9.0 0.0 T 5 / 6 14.8 0.0 R 1 / 2 22.3 0.0 All 15.7 0.0 Intersect. 12.2 SIG/Cinema v3.08 Marvin & Associates Page 2 349 70 97 24 44 100 152 645 27 22 288 215 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 1-3 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 1 90 0.90 1 75 0.92 1 53 0.90 1 47 0.90 1 59 0.90 1 89 0.92 1 379 0.92 5 28 0.90 1 87 0.90 1 530 0.92 5 364 0.92 1 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 310 0.063 0.280 26.7 C * Lpro 179 0.100 0.100 L 0.509 22.8 C * TR 408 0.090 0.230 TR 0.392 32.8 C WB Lper 253 0.000 0.280 27.2 C Lpro 179 0.033 0.100 L 0.137 20.2 C TR 403 0.054 0.230 TR 0.236 31.5 C NB Lper 150 0.000 0.460 20.8 C * Lpro 143 0.054 0.080 L 0.331 18.7 B TR 1362 0.129 0.400 TR 0.322 21.3 C SB Lper 348 0.000 0.460 26.7 C Lpro 143 0.054 0.080 L 0.198 12.5 B * T 724 0.318 0.400 T 0.796 35.2 D R 860 0.173 0.540 R 0.321 13.8 B Intersection: Delay = 25.2sec/veh Int. LOS=C Xc= 0.69 * Critical Lane Group (v/s)Crit= 0.56 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Existing Plus Phase 1-3 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 11.2 0.0 TR 4 / 5 9.8 0.0 All 10.6 0.0 WB L 1 / 2 15.3 0.0 TR 3 / 4 11.4 0.0 All 12.0 0.0 NB L 2 / 4 6.9 0.0 TR 4 / 6 13.4 0.0 All 12.1 0.0 SB L 2 / 5 9.1 0.0 T 10 / 16 12.1 0.0 R 3 / 5 17.0 0.0 All 12.5 0.0 Intersect. 12.0 SIG/Cinema v3.08 Marvin & Associates Page 2 229 90 75 53 47 59 89 379 28 87 530 364 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 1-3 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 2 460 0.75 5 60 0.75 2 194 0.75 2 176 0.75 5 27 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 410 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 0.572 20.8 C SB Lper 200 0.000 0.429 13.8 B * Lpro 329 0.146 0.186 L 0.490 10.7 B TR 1159 0.078 0.343 TR 0.228 16.9 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 1-3 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 16.0 0.0 All 12.6 0.0 WB L 0 / 1 9.3 0.0 TR 3 / 5 19.3 0.0 All 18.9 0.0 NB L 0 / 2 15.0 0.0 TR 4 / 6 13.7 0.0 All 13.7 0.0 SB L 3 / 6 12.8 0.0 TR 2 / 4 15.5 0.0 All 14.6 0.0 Intersect. 14.7 SIG/Cinema v3.08 Marvin & Associates Page 2 75 55 4 18 21 259 8 460 60 194 176 27 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Plus Phase 1-3 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 62 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 2 286 0.74 5 17 0.74 2 185 0.74 2 365 0.74 5 89 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 0.074 0.250 L 0.295 22.1 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 227 0.000 0.417 18.7 B Lpro 369 0.005 0.208 L 0.013 5.8 A TR 1142 0.115 0.333 TR 0.346 18.9 B SB Lper 318 0.000 0.417 17.0 B * Lpro 369 0.141 0.208 L 0.364 7.8 A * TR 1131 0.171 0.333 TR 0.512 20.9 C Intersection: Delay = 18.6sec/veh Int. LOS=B Xc= 0.53 * Critical Lane Group (v/s)Crit= 0.42 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Phase 1-3 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 7.7 0.0 TR 1 / 2 15.9 0.0 All 11.6 0.0 WB L 1 / 2 7.7 0.0 TR 3 / 5 16.8 0.0 All 15.0 0.0 NB L 0 / 1 9.3 0.0 TR 3 / 5 12.5 0.0 All 12.5 0.0 SB L 2 / 4 14.4 0.0 TR 4 / 6 13.2 0.0 All 13.4 0.0 Intersect. 13.3 SIG/Cinema v3.08 Marvin & Associates Page 2 62 29 11 55 54 140 6 286 17 185 365 89 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 1-3 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 41 0.91 0 607 0.91 1 65 0.91 0 19 0.91 0 388 0.91 1 90 0.91 0 20 0.91 0 240 0.91 0 116 0.91 0 69 0.91 0 95 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 0.025 0.175 L 0.084 7.8 A * TR 1161 0.391 0.625 TR 0.626 11.8 B WB L 274 0.031 0.400 L 0.077 15.4 B 24.0 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 39.6 D * TR 432 0.208 0.250 TR 0.831 40.6 D SB L 119 0.160 0.250 L 0.639 35.3 D 28.4 C TR 463 0.068 0.250 TR 0.272 24.3 C Intersection: Delay = 22.5sec/veh Int. LOS=C Xc= 0.68 * Critical Lane Group (v/s)Crit= 0.60 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing PLus Phase 1-3 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 0 / 1 18.8 0.0 TR 7 / 9 17.0 0.0 All 17.0 0.0 WB L 1 / 1 9.3 0.0 TR 7 / 9 11.3 0.0 All 11.2 0.0 NB L 1 / 2 6.9 0.0 TR 7 / 10 8.3 0.0 All 8.2 0.0 SB L 4 / 6 1.3 0.0 TR 2 / 4 12.9 0.0 All 5.3 0.0 Intersect. 10.6 SIG/Cinema v3.08 Marvin & Associates Page 2 41 607 65 19 388 90 20 240 116 69 95 25 1 14 04 2 31 24 2 31 24 3 19 24 3 19 24 HCM Analysis Summary 2022 Existing Plus Phase 1-3 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 88 0.94 0 526 0.94 1 90 0.94 0 84 0.94 0 532 0.94 1 139 0.94 0 60 0.94 0 144 0.94 0 71 0.94 0 176 0.94 0 227 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 14.0 B * Lpro 174 0.052 0.096 L 0.325 16.0 B TR 1068 0.343 0.578 TR 0.594 13.7 B WB L 281 0.138 0.434 L 0.317 18.4 B 31.1 C * TR 795 0.372 0.434 TR 0.858 32.8 C NB L 218 0.088 0.301 L 0.294 22.5 C 22.9 C TR 529 0.115 0.301 TR 0.382 23.1 C SB * L 288 0.195 0.301 L 0.649 29.2 C 27.2 C TR 549 0.181 0.301 TR 0.601 26.0 C Intersection: Delay = 23.8sec/veh Int. LOS=C Xc= 0.75 * Critical Lane Group (v/s)Crit= 0.62 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2022 Existing Plus Phase 1-3 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 6.0 0.0 TR 7 / 8 15.9 0.0 All 13.7 0.0 WB L 1 / 3 8.7 0.0 TR 13 / 16 8.1 0.0 All 8.1 0.0 NB L 1 / 4 5.3 0.0 TR 3 / 5 12.6 0.0 All 10.5 0.0 SB L 3 / 5 6.2 0.0 TR 5 / 7 13.2 0.0 All 11.0 0.0 Intersect. 10.3 SIG/Cinema v3.08 Marvin & Associates Page 2 88 526 90 84 532 139 60 144 71 176 227 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 1-3 Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1-3 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)109 28 84 238 111 44 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)176 108 Capacity, c (veh/h)379 1337 v/c Ratio 0.46 0.08 95% Queue Length, Q₉₅ (veh)2.4 0.3 Control Delay (s/veh)22.4 7.9 0.8 Level of Service (LOS)C A A Approach Delay (s/veh)22.4 2.6 Approach LOS C A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 12:15:02 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 1-3 Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description SUD Blocks 1-3 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)157 21 63 139 230 109 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)207 73 Capacity, c (veh/h)415 1154 v/c Ratio 0.50 0.06 95% Queue Length, Q₉₅ (veh)2.7 0.2 Control Delay (s/veh)22.0 8.3 0.6 Level of Service (LOS)C A A Approach Delay (s/veh)22.0 3.0 Approach LOS C A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 12:17:17 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 1-3 Peak Hour Factor 0.57 Project Description SUD Blocks 1-3 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 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 0 220 68 0 22 85 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 51 89 0 386 119 0 39 149 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 140 505 188 Entry Volume, veh/h 140 505 188 Circulating Flow (vc), pc/h 239 386 39 51 Exiting Flow (vex), pc/h 158 0 475 200 Capacity (cpce), pc/h 931 1326 1310 Capacity (c), veh/h 931 1326 1310 v/c Ratio (x)0.15 0.38 0.14 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 6.3 3.9 Lane LOS A A A 95% Queue, veh 0.5 1.8 0.5 Approach Delay, s/veh 5.3 6.3 3.9 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 1-3 Peak Hour Factor 0.88 Project Description SUD Blocks 1-3 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 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 22 0 84 15 0 34 156 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 15 25 0 95 17 0 39 177 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 40 112 216 Entry Volume, veh/h 40 112 216 Circulating Flow (vc), pc/h 231 95 39 15 Exiting Flow (vex), pc/h 56 0 120 192 Capacity (cpce), pc/h 1253 1326 1359 Capacity (c), veh/h 1253 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 3.4 3.9 Lane LOS A A A 95% Queue, veh 0.1 0.3 0.6 Approach Delay, s/veh 3.1 3.4 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 1-3 Peak Hour Factor 0.57 Project Description SUD Blocks 1-3 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 84 136 90 0 5 168 118 0 96 94 18 0 51 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 9 295 207 0 168 165 32 0 89 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 544 511 365 194 Entry Volume, veh/h 544 511 365 194 Circulating Flow (vc), pc/h 145 480 475 472 Exiting Flow (vex), pc/h 360 521 519 214 Capacity (cpce), pc/h 1190 846 850 853 Capacity (c), veh/h 1190 846 850 853 v/c Ratio (x)0.46 0.60 0.43 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 7.8 13.6 9.5 6.6 Lane LOS A B A A 95% Queue, veh 2.5 4.2 2.2 0.9 Approach Delay, s/veh 7.8 13.6 9.5 6.6 Approach LOS A B A A Intersection Delay, s/veh | LOS 9.9 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 1-3 Peak Hour Factor 0.84 Project Description SUD Blocks 1-3 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 35 143 54 0 10 126 50 0 29 20 5 0 59 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 60 0 35 24 6 0 70 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 276 222 65 198 Entry Volume, veh/h 276 222 65 198 Circulating Flow (vc), pc/h 127 101 282 197 Exiting Flow (vex), pc/h 246 268 126 121 Capacity (cpce), pc/h 1212 1245 1035 1129 Capacity (c), veh/h 1212 1245 1035 1129 v/c Ratio (x)0.23 0.18 0.06 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 5.0 4.4 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 5.0 4.4 4.0 4.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.7 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 1-3 Peak Hour Factor 0.72 Project Description SUD Blocks 1-3 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 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 83 119 0 159 88 0 199 174 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 115 165 0 221 122 0 276 242 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 280 343 518 Entry Volume, veh/h 280 343 518 Circulating Flow (vc), pc/h 221 276 115 619 Exiting Flow (vex), pc/h 357 398 0 386 Capacity (cpce), pc/h 1101 1041 1227 Capacity (c), veh/h 1101 1041 1227 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 7.2 Lane LOS A A A 95% Queue, veh 1.0 1.4 2.1 Approach Delay, s/veh 5.6 6.8 7.2 Approach LOS A A A Intersection Delay, s/veh | LOS 6.7 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 1-3 Peak Hour Factor 0.59 Project Description SUD Blocks 1-3 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 0 0 Lane Assignment TR LT LR Volume (V), veh/h 0 105 99 0 90 117 0 78 80 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 178 168 0 153 198 0 132 136 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 346 351 268 Entry Volume, veh/h 346 351 268 Circulating Flow (vc), pc/h 153 132 178 483 Exiting Flow (vex), pc/h 314 330 0 321 Capacity (cpce), pc/h 1181 1206 1151 Capacity (c), veh/h 1181 1206 1151 v/c Ratio (x)0.29 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 5.8 5.7 5.2 Lane LOS A A A 95% Queue, veh 1.2 1.2 0.9 Approach Delay, s/veh 5.8 5.7 5.2 Approach LOS A A A Intersection Delay, s/veh | LOS 5.6 A 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 8/24/22 East/West Street Lincoln Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed AM Future3Traffic Peak Hour Factor 0.90 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)7 109 0 8 1369 53 0 339 1272 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)8 121 9 377 Capacity, c (veh/h)538 543 814 716 v/c Ratio 0.01 0.22 0.01 0.53 95% Queue Length, Q₉₅ (veh)0.0 0.8 0.0 3.1 Control Delay (s/veh)11.8 13.5 9.5 15.5 Level of Service (LOS)B B A C Approach Delay (s/veh)11.8 13.5 0.1 3.2 Approach LOS B B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/30/2022 12:51:28 AM19th & 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 8/24/22 East/West Street Lincoln Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed PM Future Traffic 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)16 390 0 1 1331 43 0 328 1505 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)538 543 693 818 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 10.2 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 © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/30/2022 12:57:00 AM19th & Lincoln PM Future.xtw HCM Analysis Summary Future Traffic R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 8/24/22 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 3 471 0.92 1 92 0.90 1 131 0.92 1 32 0.90 1 49 0.90 1 111 0.90 1 205 0.92 1 861 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 140 0.141 0.190 40.9 D * Lpro 408 0.228 0.229 L 0.934 48.6 D TR 715 0.112 0.410 TR 0.273 20.7 C WB L 171 0.030 0.143 L 0.211 40.0 D 44.6 D TR 243 0.088 0.143 TR 0.617 45.8 D NB Lper 228 0.163 0.429 31.5 C * Lpro 136 0.076 0.076 L 0.613 23.6 C * TR 1270 0.284 0.371 TR 0.764 33.4 C SB Lper 100 0.000 0.429 26.5 C Lpro 136 0.013 0.076 L 0.102 17.3 B TR 1237 0.185 0.371 TR 0.498 26.9 C Intersection: Delay = 33.7sec/veh Int. LOS=C Xc= 0.84 * Critical Lane Group (v/s)Crit= 0.73 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Traffic R Marvin Peak AM Hour Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH AM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 10 / 11 10.3 0.0 TR 3 / 6 14.4 0.0 All 11.3 0.0 WB L 1 / 1 11.9 0.0 TR 3 / 4 11.3 0.0 All 11.3 0.0 NB L 4 / 6 5.7 0.0 TR 9 / 11 10.5 0.0 All 9.7 0.0 SB L 0 / 1 8.2 0.0 TR 6 / 9 11.2 0.0 All 11.1 0.0 Intersect. 10.5 SIG/Cinema v3.08 Marvin & Associates Page 2 471 92 131 32 49 111 205 861 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 8/24/22 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 3 309 0.92 1 97 0.90 1 101 0.92 1 72 0.90 1 58 0.90 1 65 0.90 1 120 0.92 1 533 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 170 0.000 0.190 22.1 C * Lpro 408 0.188 0.229 L 0.581 23.0 C TR 729 0.095 0.410 TR 0.232 20.3 C WB * L 175 0.065 0.143 L 0.457 42.0 D 41.8 D TR 251 0.065 0.143 TR 0.454 41.7 D NB Lper 72 0.000 0.429 28.0 C Lpro 136 0.073 0.076 L 0.625 33.4 C TR 1261 0.185 0.371 TR 0.499 26.9 C SB Lper 223 0.000 0.429 38.7 D * Lpro 136 0.074 0.076 L 0.368 18.1 B * TR 1239 0.332 0.371 TR 0.894 41.2 D Intersection: Delay = 32.8sec/veh Int. LOS=C Xc= 0.81 * Critical Lane Group (v/s)Crit= 0.66 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Traffic R Marvin Peak PM Hour Stucky Road/S 19th Avenue 8/24/22 Case: STUCKY & 19TH PM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 7 / 9 11.3 0.0 TR 5 / 6 10.2 0.0 All 10.9 0.0 WB L 2 / 3 8.0 0.0 TR 3 / 6 9.3 0.0 All 8.9 0.0 NB L 3 / 6 5.3 0.0 TR 6 / 8 11.1 0.0 All 10.0 0.0 SB L 4 / 8 5.8 0.0 TR 11 / 16 9.8 0.0 All 9.4 0.0 Intersect. 9.8 SIG/Cinema v3.08 Marvin & Associates Page 2 309 97 101 72 58 65 120 533 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 8/30/2022 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)77 6 17 7 4 108 0 9 891 20 0 34 473 32 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)109 12 117 10 37 Capacity, c (veh/h)463 326 764 1145 1064 v/c Ratio 0.23 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)15.1 16.5 10.6 8.2 8.5 Level of Service (LOS)C C B A A Approach Delay (s/veh)15.1 11.1 0.1 0.5 Approach LOS C B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/30/2022 12:36:33 PM19th & Arnold AM Future.xtw 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 8/30/2022 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)402 412 764 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)16.0 14.7 10.3 8.4 8.5 Level of Service (LOS)C B B A A Approach Delay (s/veh)16.0 11.8 0.1 1.1 Approach LOS C B A A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 8/30/2022 12:42:44 PM19th & Arnold PM Future.xtw HCM Analysis Summary Future Traffic R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 8/24/22 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 3 101 0.75 2 74 0.75 2 5 0.75 2 24 0.75 2 28 0.75 2 350 0.75 2 11 0.75 2 618 0.75 5 81 0.75 2 262 0.75 2 238 0.75 5 35 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 226 0.178 0.299 L 0.597 26.1 C 23.5 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 25.5 C * TR 483 0.196 0.299 TR 0.656 26.1 C NB Lper 310 0.000 0.390 33.4 C Lpro 345 0.008 0.195 L 0.023 7.0 A * TR 1057 0.267 0.312 TR 0.856 33.8 C SB Lper 97 0.016 0.390 25.9 C * Lpro 345 0.195 0.195 L 0.790 30.6 C TR 1054 0.106 0.312 TR 0.339 21.3 C Intersection: Delay = 28.7sec/veh Int. LOS=C Xc= 0.82 * Critical Lane Group (v/s)Crit= 0.66 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Traffic R Marvin Peak AM Hour Graf Street/S 19th Avenue 8/24/22 Case: GRAF & 19TH AM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 8.6 0.0 TR 2 / 4 14.7 0.0 All 12.0 0.0 WB L 1 / 2 8.5 0.0 TR 4 / 5 18.7 0.0 All 18.0 0.0 NB L 0 / 2 15.0 0.0 TR 7 / 9 10.9 0.0 All 10.9 0.0 SB L 4 / 7 10.4 0.0 TR 3 / 5 13.1 0.0 All 12.1 0.0 Intersect. 12.5 SIG/Cinema v3.08 Marvin & Associates Page 2 101 74 5 24 28 350 11 618 81 262 238 35 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 8/24/22 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 82 0.75 2 39 0.75 2 15 0.75 2 68 0.75 2 73 0.75 2 162 0.75 2 9 0.75 2 365 0.75 5 23 0.75 2 250 0.75 2 352 0.75 5 119 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 331 0.098 0.299 L 0.329 21.2 C 20.6 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 21.2 C * TR 515 0.112 0.299 TR 0.375 21.5 C NB Lper 192 0.000 0.390 22.3 C Lpro 345 0.007 0.195 L 0.022 7.6 A TR 1070 0.143 0.312 TR 0.459 22.7 C SB Lper 241 0.000 0.390 20.4 C * Lpro 345 0.188 0.195 L 0.568 13.0 B * TR 1046 0.179 0.312 TR 0.575 24.5 C Intersection: Delay = 21.1sec/veh Int. LOS=C Xc= 0.60 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Traffic R Marvin Peak PM Hour Graf Street/S 19th Avenue 8/24/22 Case: GRAF & 19TH PM FUTURE App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 7.2 0.0 TR 1 / 2 16.2 0.0 All 11.4 0.0 WB L 1 / 2 9.4 0.0 TR 3 / 5 18.5 0.0 All 17.0 0.0 NB L 0 / 0 26.7 0.0 TR 4 / 5 11.4 0.0 All 11.5 0.0 SB L 4 / 6 11.3 0.0 TR 5 / 9 12.2 0.0 All 12.0 0.0 Intersect. 12.5 SIG/Cinema v3.08 Marvin & Associates Page 2 82 39 15 68 73 162 9 365 23 250 352 119 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 S 11th & Stucky Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/24/22 East/West Street Stucky Road Analysis Year 2037 North/South Street S 11th Avenue Time Analyzed AM Future Traffic Peak Hour Factor 0.85 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)131 27 109 321 150 54 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)186 128 Capacity, c (veh/h)290 1291 v/c Ratio 0.64 0.10 95% Queue Length, Q₉₅ (veh)4.1 0.3 Control Delay (s/veh)37.2 8.1 1.0 Level of Service (LOS)E A A Approach Delay (s/veh)37.2 2.8 Approach LOS E A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 8/30/2022 1:02:00 AMS 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 8/24/22 East/West Street Stucky Road Analysis Year 2037 North/South Street S 11th Avenue Time Analyzed PM Future traffic Peak Hour Factor 0.90 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)203 22 73 188 311 131 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)250 81 Capacity, c (veh/h)332 1063 v/c Ratio 0.75 0.08 95% Queue Length, Q₉₅ (veh)5.8 0.2 Control Delay (s/veh)42.5 8.7 0.7 Level of Service (LOS)E A A Approach Delay (s/veh)42.5 3.0 Approach LOS E A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 8/30/2022 1:04:40 AMS 11th & Stucky PM Future.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 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.70 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 20 28 7 0 32 47 22 0 51 250 61 0 41 92 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 29 40 10 0 46 67 31 0 73 357 87 0 59 131 34 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 79 144 517 224 Entry Volume, veh/h 79 144 517 224 Circulating Flow (vc), pc/h 236 459 128 186 Exiting Flow (vex), pc/h 186 174 417 187 Capacity (cpce), pc/h 1085 864 1211 1142 Capacity (c), veh/h 1085 864 1211 1142 v/c Ratio (x)0.07 0.17 0.43 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 3.9 5.8 7.3 4.9 Lane LOS A A A A 95% Queue, veh 0.2 0.6 2.2 0.7 Approach Delay, s/veh 3.9 5.8 7.3 4.9 Approach LOS A A A A Intersection Delay, s/veh | LOS 6.2 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 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.90 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 27 47 20 0 7 35 19 0 41 95 7 0 47 132 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 30 52 22 0 8 39 21 0 46 106 8 0 52 147 22 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 104 68 160 221 Entry Volume, veh/h 104 68 160 221 Circulating Flow (vc), pc/h 207 182 134 93 Exiting Flow (vex), pc/h 112 107 157 177 Capacity (cpce), pc/h 1117 1146 1204 1255 Capacity (c), veh/h 1117 1146 1204 1255 v/c Ratio (x)0.09 0.06 0.13 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 3.6 4.1 4.4 Lane LOS A A A A 95% Queue, veh 0.3 0.2 0.5 0.6 Approach Delay, s/veh 4.0 3.6 4.1 4.4 Approach LOS A A A A Intersection Delay, s/veh | LOS 4.1 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 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.70 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 0 113 184 122 0 7 227 157 0 130 126 24 0 59 36 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 0 161 263 174 0 10 324 224 0 186 180 34 0 84 51 64 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 598 558 400 199 Entry Volume, veh/h 598 558 400 199 Circulating Flow (vc), pc/h 145 527 508 520 Exiting Flow (vex), pc/h 381 574 565 235 Capacity (cpce), pc/h 1190 806 822 812 Capacity (c), veh/h 1190 806 822 812 v/c Ratio (x)0.50 0.69 0.49 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 8.5 17.3 10.9 7.1 Lane LOS A C B A 95% Queue, veh 2.9 5.7 2.7 1.0 Approach Delay, s/veh 8.5 17.3 10.9 7.1 Approach LOS A C B A Intersection Delay, s/veh | LOS 11.7 B 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 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.90 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 47 193 73 0 14 170 59 0 39 26 7 0 74 51 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 52 214 81 0 16 189 66 0 43 29 8 0 82 57 106 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 347 271 80 245 Entry Volume, veh/h 347 271 80 245 Circulating Flow (vc), pc/h 155 124 348 248 Exiting Flow (vex), pc/h 304 338 147 154 Capacity (cpce), pc/h 1178 1216 968 1072 Capacity (c), veh/h 1178 1216 968 1072 v/c Ratio (x)0.29 0.22 0.08 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 5.8 4.9 4.5 5.5 Lane LOS A A A A 95% Queue, veh 1.2 0.9 0.3 0.9 Approach Delay, s/veh 5.8 4.9 4.5 5.5 Approach LOS A A A A Intersection Delay, s/veh | LOS 5.4 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 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Peak Hour Factor 0.85 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 0 108 157 0 215 117 0 267 235 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 127 185 0 253 138 0 314 276 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 312 391 590 Entry Volume, veh/h 312 391 590 Circulating Flow (vc), pc/h 253 314 127 705 Exiting Flow (vex), pc/h 403 452 0 438 Capacity (cpce), pc/h 1066 1002 1212 Capacity (c), veh/h 1066 1002 1212 v/c Ratio (x)0.29 0.39 0.49 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 6.2 7.8 8.2 Lane LOS A A A 95% Queue, veh 1.2 1.9 2.7 Approach Delay, s/veh 6.2 7.8 8.2 Approach LOS A A A Intersection Delay, s/veh | LOS 7.6 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 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Peak Hour Factor 0.80 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 0 140 131 0 122 154 0 101 108 Percent Heavy Vehicles, %0 0 0 0 0 0 0 0 0 Flow Rate (vPCE), pc/h 0 175 164 0 152 192 0 126 135 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 339 344 261 Entry Volume, veh/h 339 344 261 Circulating Flow (vc), pc/h 152 126 175 470 Exiting Flow (vex), pc/h 310 318 0 316 Capacity (cpce), pc/h 1182 1214 1154 Capacity (c), veh/h 1182 1214 1154 v/c Ratio (x)0.29 0.28 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 5.7 5.6 5.2 Lane LOS A A A 95% Queue, veh 1.2 1.2 0.9 Approach Delay, s/veh 5.7 5.6 5.2 Approach LOS A A A Intersection Delay, s/veh | LOS 5.5 A APPENDIX B-4 Site Access Capacity Calculations HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street Kagy Blvd Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed Peak AM Future Traffic 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)988 21 566 20 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)22 Capacity, c (veh/h)477 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)12.9 Level of Service (LOS)B Approach Delay (s/veh)12.9 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:22:40 PMKagy & s 17th AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Kagy & S 17th Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street Kagy Blvd Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed Peak PM Future Traffic 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)736 58 1022 50 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)54 Capacity, c (veh/h)569 v/c Ratio 0.10 95% Queue Length, Q₉₅ (veh)0.3 Control Delay (s/veh)12.0 Level of Service (LOS)B Approach Delay (s/veh)12.0 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:24:10 PMKagy & s 17th PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street State Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed AM Future Traffic Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description DUD 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 0 0 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)17 1296 22 706 Percent Heavy Vehicles (%)0 Proportion Time Blocked 0.400 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)18 Capacity, c (veh/h)655 v/c Ratio 0.03 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)10.7 Level of Service (LOS)B Approach Delay (s/veh)10.7 Approach LOS B Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:36:10 PM19th & State AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & State St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street State Street Analysis Year 2037 North/South Street S 19th Avenue Time Analyzed PM Future Traffic Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description DUD 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 0 0 0 1 0 0 2 0 0 0 2 0 Configuration R T TR T Volume (veh/h)33 853 52 1296 Percent Heavy Vehicles (%)0 Proportion Time Blocked 0.300 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)36 Capacity, c (veh/h)764 v/c Ratio 0.05 95% Queue Length, Q₉₅ (veh)0.1 Control Delay (s/veh)9.9 Level of Service (LOS)A Approach Delay (s/veh)9.9 Approach LOS A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:38:47 PM19th & State 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 8/30/2022 East/West Street State Street Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed 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 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)7 10 12 11 2 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)18 13 Capacity, c (veh/h)1033 1627 v/c Ratio 0.02 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)8.6 7.2 0.1 Level of Service (LOS)A A A Approach Delay (s/veh)8.6 3.8 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:40:49 PMState & S 17th 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 8/30/2022 East/West Street State Street Analysis Year 2037 North/South Street S 17th Avenue Time Analyzed 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 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume (veh/h)17 42 36 6 5 8 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)64 39 Capacity, c (veh/h)1015 1617 v/c Ratio 0.06 0.02 95% Queue Length, Q₉₅ (veh)0.2 0.1 Control Delay (s/veh)8.8 7.3 0.2 Level of Service (LOS)A A A Approach Delay (s/veh)8.8 6.3 Approach LOS A A Copyright © 2022 University of Florida. All Rights Reserved.HCS™TWSC Version 2022 Generated: 9/14/2022 2:42:15 PMState & S 17th PM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Stucky & Block 2 Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street Stucky Road Analysis Year 2037 North/South Street Block 2 Access Time Analyzed AM Future Traffic 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 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)10 140 8 0 137 5 26 0 20 13 0 29 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)11 0 50 46 Capacity, c (veh/h)1438 1430 692 775 v/c Ratio 0.01 0.00 0.07 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.2 0.2 Control Delay (s/veh)7.5 0.1 0.1 7.5 0.0 0.0 10.6 9.9 Level of Service (LOS)A A A A A A B A Approach Delay (s/veh)0.5 0.0 10.6 9.9 Approach LOS A A B A Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 9/14/2022 2:45:53 PMStucky & Mid Block Access AM Future.xtw HCS Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Stucky & Block 2 Access Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 8/30/2022 East/West Street Stucky Road Analysis Year 2037 North/South Street Block 2 Access Time Analyzed PM Future Traffic 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 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume (veh/h)30 209 27 21 170 15 26 0 20 7 0 14 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)33 23 50 23 Capacity, c (veh/h)1383 1320 530 631 v/c Ratio 0.02 0.02 0.09 0.04 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.3 0.1 Control Delay (s/veh)7.7 0.2 0.2 7.8 0.2 0.2 12.5 10.9 Level of Service (LOS)A A A A A A B B Approach Delay (s/veh)1.1 0.9 12.5 10.9 Approach LOS A A B B Copyright © 2022 University of Florida. All Rights Reserved. HCS™TWSC Version 2022 Generated: 9/14/2022 2:50:20 PMStucky & Mid Block Access PM Future.xtw HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection Stucky & S 17th Agency or Co.Marvin Associates E/W Street Name Stucky Road Date Performed 8/30/2022 N/S Street Name S 17th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed AM Future Traffic Peak Hour Factor 0.92 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 3 153 0 0 0 139 14 0 0 8 0 0 8 3 11 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 3 166 0 0 0 151 15 0 0 9 0 0 9 3 12 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 169 166 9 24 Entry Volume, veh/h 169 166 9 24 Circulating Flow (vc), pc/h 12 12 178 151 Exiting Flow (vex), pc/h 175 163 27 3 Capacity (cpce), pc/h 1363 1363 1151 1183 Capacity (c), veh/h 1363 1363 1151 1183 v/c Ratio (x)0.12 0.12 0.01 0.02 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 3.6 3.6 3.2 3.2 Lane LOS A A A A 95% Queue, veh 0.4 0.4 0.0 0.1 Approach Delay, s/veh 3.6 3.6 3.2 3.2 Approach LOS A A A A Intersection Delay, s/veh | LOS 3.6 A HCS Roundabouts Report General Information Site Information Analyst R Marvin Intersection Stucky & S 17th Agency or Co.Marvin Associates E/W Street Name Stucky Road Date Performed 8/30/2022 N/S Street Name S 17th Avenue Analysis Year 2037 Analysis Time Period, hrs 0.25 Time Analyzed PM Future Traffic Peak Hour Factor 0.92 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 2 213 0 0 0 152 38 0 0 5 0 0 12 8 54 Percent Heavy Vehicles, %0 0 0 3 0 3 0 0 3 3 3 3 0 0 3 0 Flow Rate (vPCE), pc/h 0 2 232 0 0 0 165 41 0 0 6 0 0 13 9 59 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 234 206 6 81 Entry Volume, veh/h 234 206 6 81 Circulating Flow (vc), pc/h 22 8 247 165 Exiting Flow (vex), pc/h 245 224 49 9 Capacity (cpce), pc/h 1349 1369 1073 1166 Capacity (c), veh/h 1349 1369 1041 1162 v/c Ratio (x)0.17 0.15 0.01 0.07 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 3.8 3.5 3.7 Lane LOS A A A A 95% Queue, veh 0.6 0.5 0.0 0.2 Approach Delay, s/veh 4.1 3.8 3.5 3.7 Approach LOS A A A A Intersection Delay, s/veh | LOS 3.9 A APPENDIX C Traffic Assignment Models 2022 AM HOUR BLOCK 1 COMMERCIAL TRAFFIC ASSIGNMENT25% 15 NORTH 10 6 10 00Number Of Trips: Enter Exit 0%00 1272 1272 00 6 38 23 10 6 16 10 15 25%10% 15 25%10%6 10% 10 6 442 10 4 000 02 410% 2%1 1 10 10 ‐8252610% 2%1101018220%54210% 06 27%9 0 0 6 1809 840 2%6 25%27 20%8 ‐3 Passerby=48% 0 ‐3 0 55 27% 25 20 ‐820 Passerby=52% 011 11 30% 11 45%23 20%8 011 1211 8 0 01028 31010111120%11 0 15%96 31615%10 12 8%12 0 67630%02220 11 0 3 711 0 0 2 3 18 0 5 30%8% 18 5 711 23 7 10 00 011 00 00 22% 00 01 11 2 711 12 18 4 30%6% 18 60 711 25 0 0 132 01 12 44 4265 2 5%3610%10%62 41014%91 224% 22 24321 6 24 36 02 2 4 9 36 15%2% 10% S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue GRAF STREET GRAF SREET ARNOLD STREET Egress Peak AM =Ingress KAGY BOULEVARD KAGY BOULEVARD STUCKY ROAD STATE STREET STUCKY ROAD STUCKY ROAD WEST LINCOLN KAGY BOLEVARD AWT = Passerby= GRAF STREET 2022 PM HOUR BLOCK 1 COMMERCIAL TRAFFIC ASSIGNMENT 25% 55 NORTH 26 29 26 00Number Of Trips: Enter Exit 0%00 1272 1272 00 29 105 114 26 29 45 49 55 25%10% 55 25%10%22 10% 26 29 11 11 11 26 11 200 011 1110% 2%4 2 28 28 ‐20 25 23 11 22 10% 2%22828492520%23 11 11 10% 229 27%45 0 0 31 49 0 45 21 11 0 2%31 25%93 20%21 2 Passerby=45% 02 0 27 27 27% 73 46 ‐25 46 Passerby=55% 021 21 20% 21 45%90 20%21 021 6029 210 051921 17 51 51 29 29 20%29 0 15%33 16 17 67 15%51 39 8%39 0 16 34 16 30%09990 21 0 8 34 21 0 0 9 8 55 0 18 30%8% 0 18 00 98 0 72 00 022 15%00 0015%22 72% 00030%25 00 6 00 76 0 13 30%6% 66 22 0 34 32 913 0 0 61711 27 6 5 11 11 11 6 17 15 4 5%11 22 10%10%22 11 11 35 14%31 5 4 9 4% 511 11 18 16 11 5 16 611 17 16 2 6 11 11 33 922 15%2% 10% S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue Ingress Egress STUCKY ROAD GRAF STREET GRAF STREET GRAF SREET KAGY BOULEVARD Peak PM = Passerby= STUCKY ROAD STUCKY ROAD STUCKY ROAD ARNOLD STREET STATE STREET WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD AWT = 2022 AM HOUR BLOCK 2 TRAFFIC ASSIGNMENT 32% 27 NORTH 6 20 6 00Number Of Trips: Enter Exit 0%03 519 519 00 34% 20 3 19 64 623 29 4% 32% 27 8%12%7 8% 620 225 52 2 100 053 2%222551518% 00 2 22 5 8%5312 120 8%512 5 22 205 6212 27 20%7 8%12%17 26%18% 34 529 5 12 12 19% 14 2 11% 17 2 519 24 11% 18%10%18% 4%21 16%9 6%12%17 614 6 3 612 666 8142912%5 3 8 8 12 0 12%10 2 8 40 21%19 13 5 28 31%0 2 7 11 13 20 20 8 0 2 2 72 00 82 9011 11%13% 9 11 72 82 7 8 00 000 00 002% 00 00 2 2 72 82 9 10 11%11% 9 90 72 72 00 16 7 10 00 0222 1 2%200%099%73 134% 00 07633 2 01 62 00 31 7 04 9%2% 5% S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue GRAF STREET GRAF SREET ARNOLD STREET Egress Peak AM =Ingress KAGY BOULEVARD KAGY BOULEVARD STUCKY ROAD STATE STREET STUCKY ROAD STUCKY ROAD WEST LINCOLN KAGY BOLEVARD AWT = GRAF STREET 2022 PM HOUR BLOCK 2 TRAFFIC ASSIGNMENT 32% 27 NORTH 17 10 17 00Number Of Trips: Enter Exit 0%01 519 519 00 14% 10 1 54 31 17 11 28 4% 32% 27 8%12%9 8% 17 10 66 2 13 4 6 100 0210 2%244 22 1518% 11 4 44 2 8%2106 110 8%26 14 11 4 0 2 16 6 6 25 20%7 8%12%22 26%18% 28 14 14 14 66 19% 12 6 11% 86 14 14 28 11% 18% 10% 18% 4%25 16%12 6%12%22 18 7 3 9 16 6 18 316 471412%15 9 23 23 6 0 12%10 6 4 45 21%21 7 15 33 31%0 6 3 31 7 10 10 4 0 6 7 36 0 0 4 7 9 011 11%13% 9 11 36 47 3 4 00 011 00 012% 00 00 6 6 36 46 9 10 11%11% 9 90 36 36 00 13 3 11 00 0555 2 2%200%089%81 234% 10 03321 5 13 35 01 23 8 14 9%2% 5% S 19th Avenue S 17th Avenue Ingress Egress STUCKY ROAD GRAF STREET GRAF STREET GRAF SREET KAGY BOULEVARD Peak PM = S 11th Avenue S 3rd Avenue WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD STUCKY ROAD STUCKY ROAD ARNOLD STREET STATE STREET AWT = 2022 AM HOUR BLOCK 2 & 1 TRAFFIC ASSIGNMENT 42 NORTH 16 26 0160 00 00 00 03 00 03 0263 16 29 44 42 14 16 26 667 0511 060 20 00 00 0 07 07 31 01212‐807102021 1 0 012 1219 0 7 100 714 2260 0015 0012 5 28 19 0 15 13 6 12 33 34 25 31 526 050 17 17 039 022 0822 530 35 32 32 25 6 25 1914 1312 006 1008 1300 11 0 14 39 15 0 14 19 19 12 0 0 19 8 11 56 29 13 5 40 40 0 0 0 8 0 14 17 13 0 0 22 22 10 0 0 0112 000 600 14 13 0 0 10 6 27 0 16 27 16 14 13 10 6 0140 0100 00 00 00 11 00 00 00 02 00 00 00 01 0130 040 14 13 10 4 27 14 27 16 0 14 13 97 00 292 008 22 44 40 48 70 02 50 06 62 419163 26 20 02 20 011 96 03 070 030 500 97 03 65 17 310 S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue STATE STREET STUCKY ROAD STUCKY ROAD WEST LINCOLN KAGY BOLEVARD KAGY BOULEVARD KAGY BOULEVARD GRAF STREET GRAF SREET ARNOLD  STREET ARNOLD  STREET STUCKY ROAD GRAF STREET 2022 PM HOUR BLOCK 2 & 1 TRAFFIC ASSIGNMENT 82 NORTH 44 38 0440 00 00 00 01 00 01 0381 44 40 83 82 31 44 38 17 17 14 01331 0170 30 00 00 0 014 020 62 03333‐20 0 27 25 11 0 37 3 1 0 33 33 53 0 27 25 0 20 17 3380 0047 006 14 41 53 0 47 37 17 6 55 100 43 30 14 16 0140 33 33 085 052 0 ‐17 52 14 35 49 46 102 43 18 28 64 38 37 6 0 0 18 51 0 12 37 0 0 21 0 7 65 66 0 38 53 53 6 0 0 43 22 21 112 72 7 15 71 71 0 0 0 22 0 38 47 7 0 0 19 19 13 0 0 0216 000 1500 38 27 0 0 13 15 65 0 29 75 29 38 37 13 15 0380 0112 00 00 00 33 00 00 22 08 00 00 20 05 0370 0120 38 37 11 12 75 23 75 31 0 38 37 13 19 0 0 62011 0210 6 6 11 11 11 0 11 22 20 0 0 6 13 0 0 22 22 11 11 43 38 6 6 12 60 011 11 0 0 22 19 13 0 6 0210 070 1300 20 21 2 7 13 13 41 10 26 S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue GRAF STREET GRAF STREET GRAF SREET KAGY BOULEVARDKAGY BOLEVARD KAGY BOULEVARD STUCKY ROAD STUCKY ROAD ARNOLD STREET ARNOLD STREET STATE STREET STUCKY ROAD WEST LINCOLN 2022 AM HOUR BLOCK 3 TRAFFIC ASSIGNMENT32% 32 NORTH 8 25 8 00Number Of Trips: Enter Exit 0%03 776 776 00 34% 25 3 21 69 828 35 4% 36% 34 8%12%8 8% 925 33 6 82 3 100 064 2%222 661618% 00 2 22 6 8%6412 125 8%612 8 26 20 6 6312 34 7 8%12%19 18% 34 826 8 00 0 0 26 0 826 34 38%10%18% 34 7 6%16 826 2 6 4 12 26 0 2 4 8192828%7 0 7 7 12 0 12%11 3 8 36 40%31%28 21 7 28 31%0 30828%21 21 21 9 0 70 6 3 27 2 6 9 3 9712 10%4% 8% 97 27 2 6 02 11 071010%13 0 0144 0 0335%30 01 3 31 1 3 54 5%4%13% 5412 31 1 3 9 3 30 1 9 00413 0000 056%40002% 0 413 00 0 11 2 82 0 0 9 2 10 0 11 11%11% 10 10 0 82 82 00 16 8 10 00 0222 1 2%200%099%83 144% 00 08633 2 01 62 00 31 8 05 9%2% 5% S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue GRAF STREET AWT = LOCAL STREET ARNOLD STREET ARNOLD STREET Egress Peak AM =Ingress KAGY BOULEVARD KAGY BOULEVARD STUCKY ROAD STATE STREET STUCKY ROAD STUCKY ROAD WEST LINCOLN KAGY BOLEVARD GRAF STREET GRAF SREET LOCAL STREET ARNOLD STREET 2022 PM HOUR BLOCK 3 TRAFFIC ASSIGNMENT 32% 41 NORTH 26 15 26 00Number Of Trips: Enter Exit 0%02 776 776 00 24% 15 2 71 42 26 17 42 4% 36% 46 8%12%12 8% 31 15 99 3 26 6 9 100 0313 2%266 33 2018% 11 6 66 3 8%3138 115 8%38 27 16 6 0 3 21 9 8 43 9 8%12%29 18% 43 27 16 27 00 0 0 16 0 27 16 43 38%10%18% 43 9 6%20 27 16 6 3 13 8 720 0 6 13 5121728%22 0 22 22 8 0 12%14 9 5 45 40%31%35 13 22 35 31%0 902828%13 13 13 5 0 40 3 9 74 6 3 5 9 11 915 10%4% 8% 11 9 74 6 3 07 3 3 04610%32 0 0175 0 02115%20 04 2 24 3 2 65 5%4%13% 6515 24 3 2 5 9 20 3 5 00332 00 11 076%50012% 0 342 00 0 44 8 58 0 0 5 8 12 0 13 11%11% 12 12 0 58 58 00 14 5 11 00 0666 3 2%200%0119%10 2 3 5 4% 10 05422 6 14 46 01 24 10 16 9%2% 5% S 19th Avenue S 17th Avenue S 11th Avenue S 3rd Avenue KAGY BOLEVARD KAGY BOULEVARD AWT = Ingress Egress STUCKY ROAD KAGY BOULEVARD Peak AM = LOCAL STREET STUCKY ROAD STUCKY ROAD LOCAL STREET STATE STREET WEST LINCOLN GRAF STREET GRAF STREET GRAF SREET ARNOLD STREET ARNOLD STREET ARNOLD STREET 2022 AM HOUR BLOCK 4 TRAFFIC ASSIGNMENT34%36%NORTH2222100%81482214708111142%10122%10 102%2%11118%010000 471411477 14 00012 22 2221 03534%56%190035712000 01222241228108 88 00 04%2121520%12 48 1220%1200%015444400048222 4 0 0 4 8 12 226 0 12 3510%20% 56%0001149408840% N9160012250041% S16 0006004701110%1% 16%6S 17th Avenue0112400472400450016% N460083% 10%N .25x.36=10%13%333 1100%013SN332% S7101001100112023%3%2S 14th Avenue2111111000011 000%00023%000110120 011%1100 11 02003%0%10S 19th AvenueS 11th Avenue12%S 3rd AvenueNumber Of Trips: Enter Exit91222 40STUCKY ROADSTUDENT DRAWT =Peak AM =912GRAF STREETKAGY BOLEVARDKAGY BOLEVARDARNOLD STREETARNOLD STREETARNOLD STREETSTUCKY ROADSTUCKY ROADKAGY BOLEVARDGRAF SREETSTUCKY ROADGRAF STREETSTUDENT DR 2022 PM HOUR BLOCK 4 TRAFFIC ASSIGNMENT34%36%NORTH4445100%23 2123 45 2321 1231111112%31142%31 112%2%323###13111 1 11 11211231121 210 0 035 45 354307134%56%38007119 190 00 035 35613353131513 1313 00 04%5333020%25 1313 2520%2500%03151313131300 0613356 60 013 1335 35130257110%20% 56%000221325 100131340% N26 2500255200131% S26 101100 011 1102110%1% 16%13S 17th Avenue022660 011 11610 10680016% N11 1000163% 10%13%888 2300%028SN882% S11 102112200234043%3%4S 14th Avenue4222222000022 000%00043%000221241111%2200 21 14013%0%11S 19th AvenueS 11th Avenue32%S 3rd AvenueGRAF STREETGRAF STREETGRAF SREETSTUCKY ROADSTUCKY ROADSTUCKY ROADSTUCKY ROADPeak PM = 63 63KAGY BOLEVARDKAGY BOLEVARDNumber Of Trips: Enter ExitAWT =912 912KAGY BOLEVARDSTUDENT DRSTUDENT DRARNOLD STREETARNOLD STREETARNOLD STREET March 19, 2026 Taylor Lonsdale, PE City of Bozeman 20 East Olive Street Bozeman, MT 59715 Reference: Traffic Signal Warrant Analysis – Arnold St/S 19th Ave, Bozeman, MT Project No. 260140 Dear Taylor: The purpose of this letter is to provide a comprehensive traffic signal warrant study for the intersection of South 19th Avenue and Arnold Street in Bozeman, MT, assuming full buildout of Arnold Street between South 19th Avenue and South 11th Avenue. The intent of this assessment is to satisfy the requirements of the City of Bozeman and provide guidance on the necessity of a traffic signal or other traffic control and potential access restrictions at this intersection. The Arnold Street/South 19th Avenue intersection is currently stop controlled on the eastbound approach with a northbound left-turn lane and a 20-foot striped center median on the north leg. There are marked bike lanes along both directions of South 19th Avenue with sidewalk along both roadways. Arnold Street is currently disconnected between South 19th Avenue and South 11th Avenue. It is assumed that Arnold Street will be constructed to fill this gap concurrent with construction of Phase 3 Block 3 of the South University District (SUD). Current development timelines project that this will occur within five years. Along with Block 3 of SUD, Blocks 1, 2, and 4 are also expected to be developed within a similar timeline. Additionally, other plans for this area of Bozeman include the full buildout of Jarrett Subdivision and Allison Subdivision Phase 4. Figure 1 on page two outlines the boundaries of the planned developments considered for this study and the anticipated connection of Arnold Street. Existing Conditions Traffic data was collected at the Arnold Street/South 19th Avenue intersection on Tuesday, February 24, 2026, using Miovision Scout video-based systems. The weekday AM and PM peak hour periods were found to occur from 7:45 to 8:45 AM and 5:00 to 6:00 PM, respectively. Figure 1 summarizes the calculated Existing Conditions (2026) peak hour turning-movement volumes for both peak periods. Detailed traffic count data worksheets are included in Attachment A. Mr. Taylor Lonsdale March 19, 2026 Page 2 Figure 1: Existing Conditions (2026) Volumes and Future (2031) Volume Projections Mr. Taylor Lonsdale March 19, 2026 Page 3 Intersection capacity calculations for Existing Conditions (2026) were performed for the study area intersections using PTV Vistro 2023 software, which is based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed, travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. The City of Bozeman Unified Development Code (UDC) Section 38.400.060.3 specifies that LOS D represents the minimum acceptable LOS for intersections. The Existing Conditions (2026) intersection capacity calculations showed that the South 19th Avenue/Arnold Street intersection currently operates at LOS D on the eastbound approach in the AM peak hour, with a delay value only 0.6 seconds above the LOS C threshold. Calculated eastbound 95th-percentile queues reach two vehicles during the AM peak hour. During the PM peak hour, the eastbound approach operates at LOS C. Figure 1 also shows the Existing Conditions (2026) LOS results at each intersection. Table 1 below provides a detailed capacity summary table, and capacity calculation worksheets can be found in Attachment B. Future Projections Future traffic projections at the Arnold Street/South 19th Avenue intersection, including the new westbound approach, were developed for the five-year horizon by combining trip assignments for the adjacent planned developments with the Existing Conditions (2026) volumes. A yearly background growth rate of 1.5 percent was applied to existing volumes based on adjacent MDT historical traffic count data and the prior approved SUD traffic studies. Table 2: Existing Conditions (2026) Capacity Calculations Summary Avg Delay (s/veh)LOS 95th % Queue (veh) Avg Delay (s/veh)LOS 95th % Queue (veh) NB 0.0 A 1 0.0 A 0 SB 0.0 A 0 0.0 A 0 EB 25.6 D 2 21.1 C 1 Intersection 1.2 A --0.6 A -- One-Way Stop-Control (EB)Intersection Control S 19th Ave & Arnold St Intersection Approach Existing (2026) AM Peak PM Peak Mr. Taylor Lonsdale March 19, 2026 Page 4 For the purposes of this analysis, it was assumed that Blocks 1-4 of the SUD development, the Jarrett Subdivision, and Allison Subdivision Phase 4 would be constructed within a five-year horizon. Trips associated with the proposed South Range Crossing II Subdivision, located southeast of the Arnold Street/South 19th Avenue intersection, were excluded from this analysis as the first phase of that development is not anticipated to connect to Arnold Street within the five-year horizon timeline. Vehicle movements from existing residential areas adjacent to Arnold Street were re- routed due to the proposed Arnold Street extension. The re-routed volumes were estimated using the same access distribution assumptions applied to the SUD future development, specifically the percentage of trips anticipated to use the proposed Arnold Street connection. The Morning Star Elementary School district boundary is east of South 19th Avenue and therefore school trips are not expected to alter their travel patterns due to the extension of Arnold Street. Figure 1 on page two illustrates the resulting AM and PM Future (2031) traffic volume projections. Future Operations Analysis A Future (2031) capacity analysis was completed for the Arnold Street/South 19th Avenue intersection assuming two-way stop control on the minor approaches and full access with the westbound approach constructed. The results show that the eastbound approach is projected to operate at LOS E during both peak hours, with 95th-percentile queues remaining minimal. The increase in vehicle delay for the eastbound approach is primarily attributed to the higher proportion of left-turning vehicles on that approach, which conflict with South 19th Avenue thru movements during both peak hours. Inversely, the westbound approach is expected to serve primarily right-turning movements which experience limited delay. The westbound and other remaining approaches are projected to operate at LOS C or better, with the intersection overall projected to operate at LOS A. Figure 1 also illustrates the Future (2031) LOS results. Table 2 on the following page provides a detailed intersection capacity summary table, and capacity calculation worksheets for the Future (2031) traffic projections scenario can be found in Attachment C. Mr. Taylor Lonsdale March 19, 2026 Page 5 Traffic Signal Warrant Analysis Traffic signal warrants were evaluated for the Existing Conditions (2026) and Future (2031) scenarios using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) 11th Edition (2023). The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, Warrants 5 (School Crossing) and 9 (Intersection Near a Grade Crossing) were not evaluated because the intersection is not adjacent to a school or a grade crossing. Morning Star Elementary School is located less than one mile east of the intersection and could generate school-crossing activity in the future; however, this warrant was not included because its conditions are not met at present, it is not the primary reason for considering a signal, and due to the school enrollment boundary it is unlikely students would be crossing South 19th Avenue. Additionally, satisfaction of the Peak Hour Warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time. Based on Existing Conditions (2026) and projected Future (2031) volumes, no traffic signal warrants are projected to be met. Minor-approach volumes are projected to remain below MUTCD thresholds, while major-approach volumes exceed the thresholds. The existing speed limit of 40 mph on South 19th Avenue was used to determine which criteria to evaluate, although actual 85th-percentile speeds may be higher which could allow application of a 70 percent volume reduction to the warrant criteria. Even with the reduced thresholds, signal warrants are still not projected to be met. No crashes were reported within the five-year period; therefore, the crash history warrant is not met. Table 2: Future (2031) Capacity Calculations Summary Avg Delay (s/veh)LOS 95th % Queue (veh) Avg Delay (s/veh)LOS 95th % Queue (veh) NB 0.0 A 1 0.0 A 0 SB 0.4 A 1 0.6 A 1 EB 38.8 E 2 45.3 E 2 WB 18.7 C 1 14.8 B 1 Intersection 2.6 A --2.0 A -- S 19th Ave & Arnold St Intersection Control Two-Way Stop-Control (EB/WB) Intersection Approach Future (2031) AM Peak PM Peak Mr. Taylor Lonsdale March 19, 2026 Page 6 Once the Arnold Street connection is constructed and as adjacent developments are constructed and occupied, it is recommended that volumes at this intersection are monitored to review if the future realized volumes do warrant a signal. Traffic signal warrant worksheets can be found in Attachment D. Improved Intersection Capacity Future (2031) intersection capacity calculations were evaluated at the Arnold Street/South 19th Avenue intersection with potential mitigation improvements. Restricting egress left-turn movements from the minor approaches, while maintaining two-way stop control, was found to improve operations on both minor approaches to LOS A/B during both peak hours. With this restriction, eastbound left- turning movements would likely re-route to Stucky Road while westbound left- turning movements would likely re-route to either Stucky Road or Graf Street. Signalization with a basic two-phase timing plan was also evaluated and is projected to improve operations to LOS C or better on all approaches during both peak hours, with minimal to moderate 95th-percentile queues. Capacity calculation worksheets for the Future with Improvements (2031) scenario are included in Attachment E. Conclusions and Recommendations Based on the analysis conducted for Existing Conditions (2026) and Future (2031) volumes, a traffic signal at the Arnold Street/South 19th Avenue intersection is neither currently warranted nor projected to be warranted by 2031, assuming full construction and occupancy of the developments listed previously. While future growth will introduce additional demand, minor-approach volumes and operational performance are projected to remain below MUTCD signal warrant thresholds, even under reduced volume threshold criteria. Projected future operations also do not fall below accepted LOS thresholds outlined in the Bozeman UDC. Continued monitoring of traffic growth and operational performance is recommended to ensure that future conditions remain acceptable and that appropriate mitigation measures are implemented if and when they become warranted. Consideration could also be given to restricting egress left-turn movements from the minor approaches at the Arnold Street/South 19th Avenue intersection if the projected future operational results are deemed to be unsatisfactory by the City of Bozeman. Mr. Taylor Lonsdale March 19, 2026 Page 7 If a traffic signal is not installed at this location, then an R1-1 (Stop) sign should be installed on the new westbound Arnold Street approach. These measures aim to reduce vehicle delays and improve overall safety. All transportation related improvements shall be designed in accordance with City of Bozeman and/or MDT standards and the MUTCD. If you have any questions or concerns, please feel free to contact me at 406.992.4326 or astoltzfus@sanbell.com Sincerely, Audrey Stoltzfus, PE, RSP2I Project Engineer SJW/ars/pjf/SG Enc. Attachment A. Traffic Count Data Worksheets Attachment B. Capacity Calculations - Existing Conditions (2026) Attachment C. Capacity Calculations - Future (2031) Attachment D. Signal Warrant Worksheets Attachment E. Capacity Calculations – Future Improved (2031) P:260140_19th_&_Arnold_Signal_Warrant_Study_3.19.2026 TRAFFIC COUNT DATA WORKSHEETS ATTACHMENT A Intersection: Jurisdiction: Project Description: Int. Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Total U-Turn Left Thru Right Total U-Turn Left Thru Right Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 7:45 AM 0 21 0 0 21 0 0 0 0 0 0 2 206 0 208 0 0 107 3 110 339 8:00 AM 0 12 0 1 13 0 0 0 0 0 0 1 271 0 272 0 0 109 0 109 394 8:15 AM 0 8 0 0 8 0 0 0 0 0 0 1 192 0 193 0 0 93 4 97 298 8:30 AM 0 15 0 0 15 0 0 0 0 0 0 0 151 0 151 0 0 80 1 81 247 Grand Total 0 56 0 1 57 0 0 0 0 0 0 4 820 0 824 0 0 389 8 397 1,278 Med Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 1.0 0.0 0.0 2.1 0.0 2.0 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.0 0.5 0.0 0.5 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 1.1 0.0 0.0 2.6 0.0 2.5 Total %0.0 4.4 0.0 0.1 4.5 0.0 0.0 0.0 0.0 0.0 0.0 0.3 64.2 0.0 64.5 0.0 0.0 30.4 0.6 31.1 100.0 PHF 0.68 0.00 0.76 0.90 0.81 RT TH LT U 8 389 0 0 0RT0TH0LT0UU0LT56TH0RT10 4 820 0 U LT TH RT INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Kole Ketterling S 19th Ave & Arnold St Agency/Company:Sanbell Date Performed:Tuesday, February 24, 2026 City of Bozeman Count Time Period:AM Peak Hour (7:45 AM - 8:45 AM) Project Number: 260140 19th & Arnold Signal Warrant Study North/South Street:S 19th Ave East/West Street:Arnold St Arnold StOut12Vehicle Volumes and Adjustments Arnold St S 19th Ave S 19th Ave Eastbound Westbound Northbound Southbound In570OutS 19th Ave In Out 397 876 S 19th Ave 0InTotal Entering 1,278 390 824 Out In 1300 North Transtech Way | Billings, Montana 59102 | Phone 406.656.5255 | Fax 406.656.0967 | www.sanbell.com Intersection: Jurisdiction: Project Description: Int. Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Total U-Turn Left Thru Right Total U-Turn Left Thru Right Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 5:00 PM 0 4 0 3 7 0 0 0 0 0 0 1 114 0 115 0 0 163 14 177 299 5:15 PM 0 9 0 1 10 0 0 0 0 0 0 0 143 0 143 0 0 162 16 178 331 5:30 PM 0 11 0 1 12 0 0 0 0 0 0 0 115 0 115 0 0 147 13 160 287 5:45 PM 0 7 0 0 7 0 0 0 0 0 0 0 91 0 91 0 0 187 20 207 305 Grand Total 0 31 0 5 36 0 0 0 0 0 0 1 463 0 464 0 0 659 63 722 1,222 Med Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.4 0.0 0.0 0.2 0.0 0.1 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.4 0.0 0.0 0.2 0.0 0.1 Total %0.0 2.5 0.0 0.4 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.1 37.9 0.0 38.0 0.0 0.0 53.9 5.2 59.1 100.0 PHF 0.75 0.00 0.81 0.88 0.92 RT TH LT U 63 659 0 0 0RT0TH0LT0UU0LT31TH0RT50 1 463 0 U LT TH RT INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Kole Ketterling S 19th Ave & Arnold St Agency/Company:Sanbell Date Performed:Tuesday, February 24, 2026 City of Bozeman Count Time Period:PM Peak Hour (5:00 PM - 6:00 PM) Project Number: 260140 19th & Arnold Signal Warrant Study North/South Street:S 19th Ave East/West Street:Arnold St Arnold StOut64Vehicle Volumes and Adjustments Arnold St S 19th Ave S 19th Ave Eastbound Westbound Northbound Southbound In360OutS 19th Ave In Out 722 494 S 19th Ave 0InTotal Entering 1,222 664 464 Out In 1300 North Transtech Way | Billings, Montana 59102 | Phone 406.656.5255 | Fax 406.656.0967 | www.sanbell.com 1.000HourBeginEBWBEBWBEBWBEBWBEBWBEBWBEBWBEBWBADTEBWBADT0:004646100.7%1.1%0.9%1:00000000.0%0.0%0.0%2:00121230.2%0.4%0.3%3:00101010.2%0.0%0.1%4:00232350.4%0.6%0.5%5:009292111.6%0.4%1.0%6:00274274314.9%0.8%2.9%7:006186186911.0%1.5%6.3%8:0054115411659.7%2.1%6.0%9:0038153815536.8%2.8%4.9%10:0025192519444.5%3.6%4.0%11:0026262626524.7%4.9%4.8%12:0036323632686.5%6.0%6.3%13:0036323632686.5%6.0%6.3%14:0032233223555.8%4.3%5.1%15:0030413041715.4%7.7%6.5%16:0027492749764.9%9.2%7.0%17:0036633663996.5%11.9%9.1%18:0035513551866.3%9.6%7.9%19:0024492449734.3%9.2%6.7%20:0018351835533.2%6.6%4.9%21:0017321732493.1%6.0%4.5%22:0011141114252.0%2.6%2.3%23:00614614201.1%2.6%1.8%TOTAL0000556531000000005565311,087100.0%100.0%100.0%VOLUME COUNT SUMMARYGeneral InformationCounted By:Kole KetterlingCount Location:Arnold Street - W of South 19th AvenueAgency/Company:SanbellDates Performed:2/24/2026Jurisdiction:City of BozemanProject Number:260140Street Classification:LocalProject Description:19th & Arnold Signal Warrant StudySeasonal Count Factor:2/22/20262/23/20262/24/20262/25/20262/26/20262/27/20262/28/2026Annual Average Daily TrafficHourly Percentage of TotalSundayMondayTuesdayWednesdayThursdayFridaySaturday(AADT)(%)020406080100120Hourly AADTTime of DayPercentage of Daily Traffic Volume Per Hour 1.031HourBeginNBSBNBSBNBSBNBSBNBSBNBSBNBSBNBSBADTNBSBADT0:0012221222340.2%0.3%0.3%1:00161670.0%0.1%0.1%2:00511511160.1%0.2%0.1%3:008282100.1%0.0%0.1%4:00418418490.6%0.1%0.4%5:0011119111191301.7%0.3%1.0%6:0022874228743023.5%1.1%2.3%7:005732655732658388.8%4.0%6.4%8:00803361803361116412.3%5.5%8.9%9:004392654392657046.7%4.0%5.4%10:003352853352856205.1%4.3%4.7%11:004343344343347686.7%5.1%5.9%12:003584403584407985.5%6.7%6.1%13:004014534014538546.1%6.9%6.5%14:003974993974998966.1%7.6%6.8%15:0051066951066911797.8%10.1%9.0%16:0043563143563110666.7%9.6%8.1%17:0049672349672312197.6%11.0%9.3%18:003435163435168595.3%7.8%6.5%19:002353662353666013.6%5.5%4.6%20:001673331673335002.6%5.0%3.8%21:0095160951602551.5%2.4%1.9%22:00769876981741.2%1.5%1.3%23:0021602160810.3%0.9%0.6%TOTAL00006,5246,600000000006,5246,60013,124100.0%100.0%100.0%VOLUME COUNT SUMMARYGeneral InformationCounted By:Kole KetterlingCount Location:South 19th Avenue - N of Arnold StreetAgency/Company:SanbellDates Performed:2/24/2026Jurisdiction:City of BozemanProject Number:260140Street Classification:Principal ArterialProject Description:19th & Arnold Signal Warrant StudySeasonal Count Factor:2/22/20262/23/20262/24/20262/25/20262/26/20262/27/20262/28/2026Annual Average Daily TrafficHourly Percentage of TotalSundayMondayTuesdayWednesdayThursdayFridaySaturday(AADT)(%)0200400600800100012001400Hourly AADTTime of DayPercentage of Daily Traffic Volume Per Hour 1.031HourBeginNBSBNBSBNBSBNBSBNBSBNBSBNBSBNBSBADTNBSBADT0:0010181018280.2%0.3%0.2%1:00161670.0%0.1%0.1%2:004949130.1%0.1%0.1%3:00727290.1%0.0%0.1%4:00395395440.7%0.1%0.4%5:0010216102161181.7%0.3%1.0%6:0020070200702703.3%1.1%2.2%7:005142615142617758.6%4.3%6.4%8:00752354752354110612.5%5.8%9.1%9:004012514012516526.7%4.1%5.4%10:003122683122685805.2%4.4%4.8%11:004103104103107206.8%5.1%6.0%12:003264123264127385.4%6.8%6.1%13:003664223664227886.1%6.9%6.5%14:003674783674788456.1%7.8%7.0%15:0048062848062811088.0%10.3%9.2%16:004125864125869986.9%9.6%8.3%17:0046566446566411297.8%10.9%9.3%18:003074633074637705.1%7.6%6.4%19:002123182123185303.5%5.2%4.4%20:001523001523004522.5%4.9%3.7%21:0077127771272041.3%2.1%1.7%22:00658465841491.1%1.4%1.2%23:0016471647630.3%0.8%0.5%TOTAL00005,9976,099000000005,9976,09912,096100.0%100.0%100.0%VOLUME COUNT SUMMARYGeneral InformationCounted By:Kole KetterlingCount Location:South 19th Avenue - S of Arnold StreetAgency/Company:SanbellDates Performed:2/24/2026Jurisdiction:City of BozemanProject Number:260140Street Classification:Principal ArterialProject Description:19th & Arnold Signal Warrant StudySeasonal Count Factor:2/22/20262/23/20262/24/20262/25/20262/26/20262/27/20262/28/2026Annual Average Daily TrafficHourly Percentage of TotalSundayMondayTuesdayWednesdayThursdayFridaySaturday(AADT)(%)020040060080010001200Hourly AADTTime of DayPercentage of Daily Traffic Volume Per Hour CAPACITY CALCULATIONS – EXISTING CONDITIONS (2026) ATTACHMENT B Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 0.0 A 1 0.0 A 0 SB 0.0 A 0 0.0 A 0 EB 25.6 D 2 21.1 C 1 Intersection 1.2 A --0.6 A -- One-Way Stop-Control (EB)Intersection Control S 19th Ave & Arnold St Intersection Approach Existing (2026) AM Peak PM Peak 0.285Volume to Capacity (v/c): DLevel Of Service: 25.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: S 19th Ave & Arnold St Intersection Level Of Service Report NoNoNoCrosswalk 0.000.000.00Grade [%] 25.0040.0040.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00400.00Entry Pocket Length [ft] 000001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftRightThruThruLeftTurning Movement Lane Configuration EastboundSouthboundNorthboundApproach Arnold StreetSouth 19th AvenueSouth 19th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 1691048010125Total Analysis Volume [veh/h] 01721202531Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.81000.81000.81000.81000.81000.8100Peak Hour Factor 15683898204Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.002.601.100.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 15683898204Base Volume Input [veh/h] Arnold StreetSouth 19th AvenueSouth 19th AvenueName Volumes 3/4/20261Scenario 1: 1 Existing (2026) AM Peak Version 2023 (SP 0-10) Generated with DIntersection LOS 1.16d_I, Intersection Delay [s/veh] DAAApproach LOS 25.570.000.04d_A, Approach Delay [s/veh] 28.6428.640.000.000.000.3595th-Percentile Queue Length [ft/ln] 1.151.150.000.000.000.0195th-Percentile Queue Length [veh/ln] CDAAAAMovement LOS 15.5525.710.000.000.008.34d_M, Delay for Movement [s/veh] 0.000.290.000.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 3/4/20262Scenario 1: 1 Existing (2026) AM Peak Version 2023 (SP 0-10) Generated with 0.141Volume to Capacity (v/c): CLevel Of Service: 22.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: S 19th Ave & Arnold St Intersection Level Of Service Report NoNoNoCrosswalk 0.000.000.00Grade [%] 25.0040.0040.00Speed [mph] 0.000.000.000.000.000.00Exit Pocket Length [ft] 000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00400.00Entry Pocket Length [ft] 000001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightLeftRightThruThruLeftTurning Movement Lane Configuration EastboundSouthboundNorthboundApproach Arnold StreetSouth 19th AvenueSouth 19th AvenueName Intersection Setup 000Pedestrian Volume [ped/h] 534687165031Total Analysis Volume [veh/h] 18171791260Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.9200Peak Hour Factor 531636594631Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.200.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 531636594631Base Volume Input [veh/h] Arnold StreetSouth 19th AvenueSouth 19th AvenueName Volumes 3/4/20261Scenario 2: 2 Existing (2026) PM Peak Version 2023 (SP 0-10) Generated with CIntersection LOS 0.63d_I, Intersection Delay [s/veh] CAAApproach LOS 21.130.000.02d_A, Approach Delay [s/veh] 12.8812.880.000.000.000.0995th-Percentile Queue Length [ft/ln] 0.520.520.000.000.000.0095th-Percentile Queue Length [veh/ln] BCAAAAMovement LOS 13.2622.280.000.000.009.27d_M, Delay for Movement [s/veh] 0.010.140.000.010.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] NoFlared Lane StopFreeFreePriority Scheme Intersection Settings 3/4/20262Scenario 2: 2 Existing (2026) PM Peak Version 2023 (SP 0-10) Generated with CAPACITY CALCULATIONS – FUTURE (2031) ATTACHMENT C Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 0.0 A 1 0.0 A 0 SB 0.4 A 1 0.6 A 1 EB 38.8 E 2 45.3 E 2 WB 18.7 C 1 14.8 B 1 Intersection 2.6 A --2.0 A -- S 19th Ave & Arnold St Intersection Control Two-Way Stop-Control (EB/WB) Intersection Approach Future (2031) AM Peak PM Peak 0.385Volume to Capacity (v/c): ELevel Of Service: 39.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: S 19th Ave & Arnold St Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 25.0025.0040.0040.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00400.00Entry Pocket Length [ft] 000000000001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 580131065104702159704Total Analysis Volume [veh/h] 140300162117512421Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 53012106094321958924Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.002.600.000.001.100.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 53012106094321958924Base Volume Input [veh/h] Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName Volumes 3/4/20261Scenario 3: 3 Future (2031) AM Peak Version 2023 (SP 0-10) Generated with EIntersection LOS 2.55d_I, Intersection Delay [s/veh] CEAAApproach LOS 18.7338.750.420.03d_A, Approach Delay [s/veh] 19.8619.8619.8641.8641.8641.860.000.440.890.000.000.2895th-Percentile Queue Length [ft/ln] 0.790.790.791.671.671.670.000.020.040.000.000.0195th-Percentile Queue Length [veh/ln] BEECEEAABAAAMovement LOS 14.6838.3636.7722.3748.0339.000.000.0010.060.000.008.31d_M, Delay for Movement [s/veh] 0.110.000.100.000.000.380.000.000.030.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 3/4/20262Scenario 3: 3 Future (2031) AM Peak Version 2023 (SP 0-10) Generated with 0.309Volume to Capacity (v/c): ELevel Of Service: 48.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 1: S 19th Ave & Arnold St Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 25.0025.0040.0040.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00400.00Entry Pocket Length [ft] 000000000001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName Intersection Setup 0000Pedestrian Volume [ped/h] 4001050367478764155571Total Analysis Volume [veh/h] 1002109181971641390Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200Peak Hour Factor 370950336872459145121Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.000.000.000.000.000.000.000.200.000.000.400.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 370950336872459145121Base Volume Input [veh/h] Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName Volumes 3/4/20261Scenario 4: 4 Future (2031) PM Peak Version 2023 (SP 0-10) Generated with EIntersection LOS 1.99d_I, Intersection Delay [s/veh] BEAAApproach LOS 14.8045.300.600.02d_A, Approach Delay [s/veh] 10.1210.1210.1231.3031.3031.300.001.382.760.000.000.1095th-Percentile Queue Length [ft/ln] 0.400.400.401.251.251.250.000.060.110.000.000.0095th-Percentile Queue Length [veh/ln] BEDCFEAAAAAAMovement LOS 11.1940.7729.2123.6750.6448.310.000.008.640.000.009.57d_M, Delay for Movement [s/veh] 0.060.000.060.010.000.310.000.010.060.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 3/4/20262Scenario 4: 4 Future (2031) PM Peak Version 2023 (SP 0-10) Generated with SIGNAL WARRANT WORKSHEETS ATTACHMENT D Existing Volumes (2026)Future Volumes (2031) x x x x x x x x ---- x x x x x x ---- Yes No x x TRAFFIC SIGNAL WARRANTS 8. Roadway Network South 19th Avenue & Arnold Street South 19th Avenue & Arnold Street Signals Warranted 1. Eight-Hour Vehicular Volume 2. Four-Hour Vehicular Volume 3. Peak Hour 4. Pedestrian Volume 5. School Crossing 6. Coordinated Signal System 7. Crash History 9. Intersection Near a Grade Crossing Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) Hour Begin NB SB EB WB 0:00 10 22 4 0 32 4 1:00 1 6 0 0 7 0 2:00 4 11 1 0 15 1 3:00 7 2 1 0 9 1 4:00 39 8 2 0 47 2 5:00 102 19 9 0 121 9 6:00 200 74 27 0 274 27 7:00 514 265 61 0 779 61 8:00 752 361 54 0 1113 54 9:00 401 265 38 0 666 38 10:00 312 285 25 0 597 25 11:00 410 334 26 0 744 26 12:00 326 440 36 0 766 36 13:00 366 453 36 0 819 36 14:00 367 499 32 0 866 32 15:00 480 669 30 0 1149 30 16:00 412 631 27 0 1043 27 17:00 465 723 36 0 1188 36 18:00 307 516 35 0 823 35 19:00 212 366 24 0 578 24 20:00 152 333 18 0 485 18 21:00 77 160 17 0 237 17 22:00 65 98 11 0 163 11 23:00 16 60 6 0 76 6 TOTAL 5997 6600 556 0 12597 556 Condition A - Minimum Vehicular Volume (100% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 1 Warrant 1 Satisfied?No Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Higher Volume Minor Approach Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Project Description: Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) Hour Begin NB SB EB WB 0:00 11 25 4 4 36 4 1:00 1 7 0 0 8 0 2:00 4 13 1 1 17 1 3:00 8 2 1 1 10 1 4:00 42 9 2 2 51 2 5:00 110 21 10 11 131 11 6:00 215 84 29 33 299 33 7:00 553 301 65 73 854 73 8:00 808 410 57 64 1218 64 9:00 431 301 40 45 732 45 10:00 336 323 27 30 659 30 11:00 441 380 28 31 821 31 12:00 350 500 38 43 850 43 13:00 394 514 38 43 908 43 14:00 395 567 34 38 962 38 15:00 517 760 32 36 1277 36 16:00 443 717 29 33 1160 33 17:00 500 821 38 43 1321 43 18:00 330 586 37 41 916 41 19:00 228 416 26 29 644 29 20:00 163 378 19 21 541 21 21:00 83 182 18 20 265 20 22:00 70 111 12 13 181 13 23:00 18 68 6 7 86 7 TOTAL 6451 7496 591 662 13947 662 Condition A - Minimum Vehicular Volume (100% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 2 Warrant 1 Satisfied?No Date: Warrant 1: Eight-Hour Vehicular Volume General Information Minor Street (Approach Lanes): Agency/Company: Higher Volume Minor Approach Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Major Street Total > 900 and Higher Minor Street Total > 75 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 120 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 60 for 8 hours? Avg. Entering Volume Major Street Total (Both Approaches) Major Street Total > 600 and Higher Minor Street Total > 150 for 8 hours? Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) Hour Begin NB SB EB WB 0:00 10 22 4 0 32 4 1:00 1 6 0 0 7 0 2:00 4 11 1 0 15 1 3:00 7 2 1 0 9 1 4:00 39 8 2 0 47 2 5:00 102 19 9 0 121 9 6:00 200 74 27 0 274 27 7:00 514 265 61 0 779 61 8:00 752 361 54 0 1113 54 9:00 401 265 38 0 666 38 10:00 312 285 25 0 597 25 11:00 410 334 26 0 744 26 12:00 326 440 36 0 766 36 13:00 366 453 36 0 819 36 14:00 367 499 32 0 866 32 15:00 480 669 30 0 1149 30 16:00 412 631 27 0 1043 27 17:00 465 723 36 0 1188 36 18:00 307 516 35 0 823 35 19:00 212 366 24 0 578 24 20:00 152 333 18 0 485 18 21:00 77 160 17 0 237 17 22:00 65 98 11 0 163 11 23:00 16 60 6 0 76 6 TOTAL 5997 6600 556 0 12597 556 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) Hour Begin NB SB EB WB 0:00 11 25 4 4 36 4 1:00 1 7 0 0 8 0 2:00 4 13 1 1 17 1 3:00 8 2 1 1 10 1 4:00 42 9 2 2 51 2 5:00 110 21 10 11 131 11 6:00 215 84 29 33 299 33 7:00 553 301 65 73 854 73 8:00 808 410 57 64 1218 64 9:00 431 301 40 45 732 45 10:00 336 323 27 30 659 30 11:00 441 380 28 31 821 31 12:00 350 500 38 43 850 43 13:00 394 514 38 43 908 43 14:00 395 567 34 38 962 38 15:00 517 760 32 36 1277 36 16:00 443 717 29 33 1160 33 17:00 500 821 38 43 1321 43 18:00 330 586 37 41 916 41 19:00 228 416 26 29 644 29 20:00 163 378 19 21 541 21 21:00 83 182 18 20 265 20 22:00 70 111 12 13 181 13 23:00 18 68 6 7 86 7 TOTAL 6451 7496 591 662 13947 662 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Avg. Entering Volume Higher Volume Minor Approach Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Major Street Total (Both Approaches) Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) Category A:Peak Period:AM Total stopped time delay for minor approach > 4 veh-hrs?No (0.40) High minor approach volume > 100 for peak hour?No (57) Total entering volume > 650 for peak hour?Yes (1278) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No High Minor Approach Volume (vehs) 36 Total Entering Volume (vehs) 1222 PM Peak Hour 5:00 - 6:00 PM 0.21 Total Volume of Major Approaches (vehs) 1186 High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 1221 High Minor Approach Volume (vehs) 57 Total Entering Volume (vehs) 1278 AM Peak Hour 7:45 - 8:45 AM 0.40High Minor Total Stopped Time Delay (hrs) Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) Category A:Peak Period:AM Total stopped time delay for minor approach > 4 veh-hrs?No (0.66) High minor approach volume > 100 for peak hour?No (61) Total entering volume > 800 for peak hour?Yes (1487) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 61 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.66 Total Volume of Major Approaches (vehs) 1361 Total Entering Volume (vehs) 1487 PM Peak Hour 5:00 - 6:00 PM High Minor Total Stopped Time Delay (hrs) 0.48 Total Volume of Major Approaches (vehs) 1378 High Minor Approach Volume (vehs) 38 Total Entering Volume (vehs) 1462 Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 32 0 1:00 7 0 2:00 15 0 3:00 9 0 4:00 47 0 5:00 121 0 6:00 274 0 7:00 779 0 8:00 1113 0 9:00 666 0 10:00 597 0 11:00 744 0 12:00 766 0 13:00 819 0 14:00 866 0 15:00 1149 1 16:00 1043 0 17:00 1188 0 18:00 823 1 19:00 578 0 For each of any 4 hours of an average day, do the plotted points 20:00 485 0 representing the vehicles per hour on the major street and the 21:00 237 0 corresponding pedestrians per hour crossing the major street fall above the 22:00 163 0 curve in Figure 4C-5?No 23:00 76 0 TOTAL 12,597 2 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-6? No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 36 0 1:00 8 0 2:00 17 0 3:00 10 0 4:00 51 0 5:00 131 0 6:00 299 0 7:00 854 0 8:00 1218 0 9:00 732 0 10:00 659 0 11:00 821 0 12:00 850 0 13:00 908 0 14:00 962 0 15:00 1277 1 16:00 1160 0 17:00 1321 0 18:00 916 1 19:00 644 0 For each of any 4 hours of an average day, do the plotted points 20:00 541 0 representing the vehicles per hour on the major street and the 21:00 265 0 corresponding pedestrians per hour crossing the major street fall above the 22:00 181 0 curve in Figure 4C-5?No 23:00 86 0 TOTAL 13,947 2 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-6? No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour? No Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have at least one of the following conditions apply to the reported crash history: 1. Do the number of reported angle crashes and pedestrian crashes within a 1-year period equal or exceed the threshold number in Table 4C-2 for total angle crashes and pedestrian crashes? 2. Do the number of reported fatal-and-injury angle crashes and pedestrian crashes within a 1-year period equal or exceed the threshold number in Table 4C-2 for total fatal-and-injury angle crashes and pedestrian crashes? 3. Do the number of reported angle crashes and pedestrian crashes within a 3-year period equal or exceed the threshold number in Table 4C-3 for total angle crashes and pedestrian crashes? 4. Do the number of reported fatal-and-injury angle crashes and pedestrian crashes within a 3-year period equal or exceed the threshold number in Table 4C-3 for total fatal-and-injury angle crashes and pedestrian crashes? No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour? No Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have at least one of the following conditions apply to the reported crash history: 1. Do the number of reported angle crashes and pedestrian crashes within a 1-year period equal or exceed the threshold number in Table 4C-2 for total angle crashes and pedestrian crashes? 2. Do the number of reported fatal-and-injury angle crashes and pedestrian crashes within a 1-year period equal or exceed the threshold number in Table 4C-2 for total fatal-and-injury angle crashes and pedestrian crashes? 3. Do the number of reported angle crashes and pedestrian crashes within a 3-year period equal or exceed the threshold number in Table 4C-3 for total angle crashes and pedestrian crashes? 4. Do the number of reported fatal-and-injury angle crashes and pedestrian crashes within a 3-year period equal or exceed the threshold number in Table 4C-3 for total fatal-and-injury angle crashes and pedestrian crashes? No Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?No Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Existing (2026) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanbell 3/16/2026 260140 19th & Arnold Signal Warrant Study City of Bozeman 40 mph South 19th Avenue (2 lanes) Arnold Street (1 lane) Analysis Year/Case:Future (2031) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. No Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing ATTACHMENT E CAPACITY CALCULATIONS – FUTURE IMPROVED (2031) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 11.7 B 10 9.1 A 5 SB 9.0 A 5 11.9 B 9 EB 29.9 C 3 28.6 C 2 WB 29.3 C 3 28.7 C 2 Intersection 12.3 B --11.7 B -- NB 0.0 A 1 0.0 A 0 SB 0.4 A 1 0.6 A 1 EB 9.7 A 0 11.3 B 1 WB 12.6 B 1 10.3 B 1 Intersection 0.6 A --0.7 A -- Intersection Approach Future with Improvements (2031) AM Peak PM Peak S 19th Ave & Arnold St Intersection Control TWSC (EB/WB) - Egress LT Restriction S 19th Ave & Arnold St Intersection Control Signalized Option 1: Signalized CCAABBBLane Group LOS 29.2929.929.118.9311.7411.7311.09d, Delay for Lane Group [s/veh] 0.140.170.280.270.500.500.01X, volume / capacity 393392879918982984517c, Capacity [veh/h] 134312351396139615591561838s, saturation flow rate [veh/h] 3333Arrival type 1750175017501750175017501750so, Base Saturation Flow per Lane [pc/h/ln] 0.040.050.180.180.310.310.00(v / s)_i Volume / Saturation Flow Rate 0.260.260.630.630.630.630.63g / C, Green / Cycle Lane Group Calculations 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0190019002100210Pedestrian Clearance [s] 070070070070Walk [s] 0300030007000700Split [s] 0.01.00.00.01.00.00.02.00.00.02.00.0All red [s] 0.03.00.00.03.00.00.05.00.00.05.00.0Amber [s] 0260026006300630Maximum Green [s] 05005001000100Minimum Green [s] ------------Lead / Lag Auxiliary Signal Groups 040080020060Signal Group PermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissControl Type 0.00Lost time [s] Fixed timeActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 100Cycle Length [s] Intersection Settings 43013106584702149704Total Analysis Volume [veh/h] 53012106094321958924Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName HCM 7th EditionAnalysis Method SignalizedControl Type S 19th Ave & Arnold StIntersection 1Number 3/6/20262Scenario 3: 3 Future (2031) AM Peak Version 2023 (SP 0-10) Generated with 0.366Intersection V/C BIntersection LOS 12.25d_I, Intersection Delay [s/veh] CCABApproach LOS 29.2929.929.0211.73d_A, Approach Delay [s/veh] NoNoNoNoNoYesNoNoNoNoNoNoCritical Movement CCCCCCAAABBBMovement LOS 29.2929.2929.2929.9229.9229.929.119.028.9311.7411.7411.09d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results 50.7360.84102.23102.81230.18230.421.9395th-Percentile Queue Length [ft/ln] 2.032.434.094.119.219.220.0895th-Percentile Queue Length [veh/ln] 28.1833.8056.8057.11134.93135.111.0750th-Percentile Queue Length [ft/ln] 1.131.352.272.285.405.400.0450th-Percentile Queue Length [veh/ln] NoYesNoNoYesNoNoCritical Lane Group CCAABBBLane Group LOS Option 2: EB/WB Egress LT Restriction 000000000000c_m,x, Stage 1 [veh/h] 531118076711901000001000007161000001000001093c_m,x, Movement Capacity [veh/h] 1091534010913290001636001636c_p,x, Stage 2 [veh/h] 1353330012155370002172001888c_p,x, Stage 1 [veh/h] 5311230767123000716001093c_p,x, Potential Capacity [veh/h] 0522009830000000v_c, Stage 2 488981024051700097500480v_c, Stage 1 48815030240150000097500480v_c, Conflicting Flow Rate 230230112112Calculated Rank Capacity Analysis 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 5800100104702159704Total Analysis Volume [veh/h] 530010094321958924Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName HCM 7th EditionAnalysis Method Two-way stopControl Type S 19th Ave & Arnold StIntersection 1Number 3/6/20263Scenario 3: 3 Future (2031) AM Peak Version 2023 (SP 0-10) Generated with BIntersection LOS 0.64d_I, Intersection Delay [s/veh] 12.60d_I, Worst Movement Control Delay [s/veh] 0.11V/C_I, Worst Movement V/C Ratio BAAAApproach LOS 12.609.700.420.03d_A, Approach Delay [s/veh] 9.139.130.000.100.100.000.000.440.890.000.000.2895th-Percentile Queue Length [ft/ln] 0.370.370.000.000.000.000.000.020.040.000.000.0195th-Percentile Queue Length [veh/ln] YesNoNoNoNoNoNoNoCritical Movement BEAEAABAAAMovement LOS 12.6036.280.009.7035.350.000.000.0010.060.000.008.31d_M, Delay for Movement [s/veh] 0.110.000.000.000.000.000.000.000.030.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 531118076711901000001000007161000001000001093c_T, Total Capacity [veh/h] 000000000000c_m,x, Stage 2 [veh/h] 000000000000c_m,x, Stage 1 [veh/h] 3/6/20264Scenario 3: 3 Future (2031) AM Peak Version 2023 (SP 0-10) Generated with Option 1: Signalized CCBBAABLane Group LOS 28.7128.6212.1811.529.109.1016.01d, Delay for Lane Group [s/veh] 0.100.100.510.490.290.290.00X, volume / capacity 394406882930982989332c, Capacity [veh/h] 134113001401141115591570597s, saturation flow rate [veh/h] 3333Arrival type 1750175017501750175017501750so, Base Saturation Flow per Lane [pc/h/ln] 0.030.030.320.320.180.180.00(v / s)_i Volume / Saturation Flow Rate 0.260.260.630.630.630.630.63g / C, Green / Cycle Lane Group Calculations 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.02.00.00.02.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] 0.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 0190019002100210Pedestrian Clearance [s] 070070070070Walk [s] 0300030007000700Split [s] 0.01.00.00.01.00.00.02.00.00.02.00.0All red [s] 0.03.00.00.03.00.00.05.00.00.05.00.0Amber [s] 0260026006300630Maximum Green [s] 05005001000100Minimum Green [s] ------------Lead / Lag Auxiliary Signal Groups 040080020060Signal Group PermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissControl Type 0.00Lost time [s] Fixed timeActuation Type Time of Day Pattern CoordinatedCoordination Type Pattern 1Active Pattern 100Cycle Length [s] Intersection Settings 3001040365578764115571Total Analysis Volume [veh/h] 370950336872459145121Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName HCM 7th EditionAnalysis Method SignalizedControl Type S 19th Ave & Arnold StIntersection 1Number 3/6/20262Scenario 4: 4 Future (2031) PM Peak Version 2023 (SP 0-10) Generated with 0.354Intersection V/C BIntersection LOS 11.71d_I, Intersection Delay [s/veh] CCBAApproach LOS 28.7128.6211.859.11d_A, Approach Delay [s/veh] YesNoNoNoNoNoNoNoNoNoNoNoCritical Movement CCCCCCBBBAABMovement LOS 28.7128.7128.7128.6228.6228.6212.1811.8511.529.109.1016.01d_M, Delay for Movement [s/veh] Movement, Approach, & Intersection Results 35.7135.57220.58214.51117.16117.730.6395th-Percentile Queue Length [ft/ln] 1.431.428.828.584.694.710.0395th-Percentile Queue Length [veh/ln] 19.8419.76127.86123.4165.0965.410.3550th-Percentile Queue Length [ft/ln] 0.790.795.114.942.602.620.0150th-Percentile Queue Length [veh/ln] NoYesNoYesNoNoNoCritical Lane Group CCBBAABLane Group LOS Option 2: EB/WB Egress LT Restriction 000000000000c_m,x, Stage 1 [veh/h] 717104057910801000001000001011100000100000789c_m,x, Movement Capacity [veh/h] 1091327010915060001636001636c_p,x, Stage 2 [veh/h] 1240510013203410001939002104c_p,x, Stage 1 [veh/h] 7171140579119000101100789c_p,x, Potential Capacity [veh/h] 0989005740000000v_c, Stage 2 286567043195200057200861v_c, Stage 1 28615560431152600057200861v_c, Conflicting Flow Rate 230230112112Calculated Rank Capacity Analysis 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings 40005007478764155571Total Analysis Volume [veh/h] 37005006872459145121Base Volume Input [veh/h] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Arnold StreetArnold StreetSouth 19th AvenueSouth 19th AvenueName HCM 7th EditionAnalysis Method Two-way stopControl Type S 19th Ave & Arnold StIntersection 1Number 3/6/20263Scenario 4: 4 Future (2031) PM Peak Version 2023 (SP 0-10) Generated with BIntersection LOS 0.67d_I, Intersection Delay [s/veh] 11.28d_I, Worst Movement Control Delay [s/veh] 0.01V/C_I, Worst Movement V/C Ratio BBAAApproach LOS 10.3211.280.600.02d_A, Approach Delay [s/veh] 4.424.420.000.650.650.000.001.382.760.000.000.1095th-Percentile Queue Length [ft/ln] 0.180.180.000.030.030.000.000.060.110.000.000.0095th-Percentile Queue Length [veh/ln] NoYesNoNoNoNoNoNoCritical Movement BEBEAAAAAAMovement LOS 10.3239.900.0011.2838.250.000.000.008.640.000.009.57d_M, Delay for Movement [s/veh] 0.060.000.000.010.000.000.000.010.060.000.010.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 717104057910801000001000001011100000100000789c_T, Total Capacity [veh/h] 000000000000c_m,x, Stage 2 [veh/h] 000000000000c_m,x, Stage 1 [veh/h] 3/6/20264Scenario 4: 4 Future (2031) PM Peak Version 2023 (SP 0-10) Generated with