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BozemanAtwell-TIS_2024-0627
Atwell Suites Bozeman Traffic Impact Study Prepared on behalf of: Big Sky Civil & Environmental June 2024 Traffic Impact Study Prepared for submittal to: for the project: Atwell Suites Bozeman on behalf of: Big Sky Civil & Environmental, Inc. P.O .Box 3625 Great Falls, MT 59403 406.727.2185 by: 406 Traffic and Transportation Consulting P.O. Box 249 Bozeman, MT 59771 406.922.7300 June 2024 Atwell Suites Bozeman Traffic Impact Study June 2024 i CONTENTS 1 Introduction .................................................................................................................................................... 1 1.1 Project Location and Study Area..................................................................................................... 1 1.2 Project Description .......................................................................................................................... 1 1.3 Analysis Methods and References.................................................................................................. 2 2 Existing and Base Conditions ........................................................................................................................ 3 2.1 Streets and Intersections ................................................................................................................ 3 2.2 Historical and Existing Traffic Volumes ........................................................................................... 4 2.3 Projected Traffic Without the Proposed Hotel ................................................................................. 5 3 Trip Generation and Distribution .................................................................................................................... 7 3.1 Trip Generation ............................................................................................................................... 7 3.2 Trip Distribution and Assignment .................................................................................................... 7 4 Traffic Analysis Results ................................................................................................................................. 9 EXHIBITS 1. Overall Site Location and Study Intersections ................................................................................................ 1 2. Hotel Site Plan ................................................................................................................................................ 2 3. Intersection LOS Criteria ................................................................................................................................ 3 4. Existing Road and Intersection Basics ............................................................................................................ 4 5. Historical Daily Traffic Volume ........................................................................................................................ 5 6. Existing Traffic Volume ................................................................................................................................... 6 7. 2027 Background Traffic Volume .................................................................................................................... 6 8. Trip Generation ............................................................................................................................................... 7 9. Distribution Percentages for New Project Trips .............................................................................................. 8 10. Assignment of New Project Trips .................................................................................................................... 8 11. Total Traffic Volumes with the Project ............................................................................................................ 9 12. Peak Hour Intersection LOS and Delay Summary .......................................................................................... 9 APPENDICES A: Raw Traffic Count Data B: Intersection Analysis Software Output Cover imagery by 406 Traffic and Transportation Consulting Atwell Suites Bozeman Traffic Impact Study June 2024 1 1 INTRODUCTION This report documents the Traffic Impact Study (TIS) conducted for a new all-suites hotel in Bozeman, as required by Bozeman Municipal Code (BMC), Section 38.220.060.11, parts g through i. The applicant is Town Pump, Inc. as the property owner, with engineering by Big Sky Civil & Environmental, Inc. as the engineer. 1.1 PROJECT LOCATION AND STUDY AREA The overall subdivision site location is shown in Exhibit 1 along with a map of the intersections studied. The study intersections are: 1. Existing Town Pump West Access at 19th Avenue (MT 412) 2. Baxter Lane at 19th Avenue (MT 412) 3. Baxter Lane at Commerce Way/Existing Town Pump South Access 4. Baxter Lane at Simmental Way From here forward in the body of this report, existing intersections are generally referred to only by their distinguishing street names (e.g., “Baxter at 19th”) for the sake of brevity. No new intersections or street access points will be created as part of this project. The existing curb cut to Baxter Lane at the southeast corner of the hotel site will be removed, and the curb and boulevard strip restored, as part of the project. Exhibit 1. Overall Site Location and Study Intersections 1.2 PROJECT DESCRIPTION The hotel site is currently empty land zoned M-1, and the proposed hotel use is permitted under current City code. The proposed hotel will include 104 guest rooms with limited ground-floor conference space and other Atwell Suites Bozeman Traffic Impact Study June 2024 2 minor amenities. No on-property restaurant or kitchen will be provided. All parking will be provided on the site, and the hotel’s service and delivery trips will use the same street accesses (driveways) as trips by employees and guests. Exhibit 2 shows the site plan for the proposed hotel in relation to the existing Town Pump gas station, convenience store, and car wash facilities. Exhibit 2. Hotel Site Plan Source: Big Sky Civil & Environmental; drawing provided April 2024 1.3 ANALYSIS METHODS AND REFERENCES Trip generation rates, or equations as applicable, are sourced from the Institute of Transportation Engineers (ITE) Trip Generation package’s 11th edition. ITE trip generation data, when aggregated across enough varied sites, produce both simple average rates and best-fit equations, either linear or logarithmic, to help the analyst derive proper estimates for their situation. Equations are generally preferred over rates, especially for larger sites where trip generation per unit of land use can diminish with increasing project size. General ITE guidance calls for the use of the fitted curve equation when the data set for the land use type in question is comprised of studies from 20 or more separate sites and when the equation produces a correlation coefficient (R2) of 0.75 or higher, with 1.0 being the best possible fit. Because hotel trip generation studies in the ITE are not so numerous and because rates often produce somewhat more conservative trip estimates, rates are used here rather than equations. Atwell Suites Bozeman Traffic Impact Study June 2024 3 Operational performance was analyzed at the four study intersections through the use of the industry-standard methods presented in the Highway Capacity Manual (HCM), published in its modern form as Transportation Research Board Special Report 209. The Synchro software package, version 12, was employed as both a data repository and a capacity analysis tool, with reports for each intersection generated using Synchro’s application of the assumptions of the HCM’s 7th edition. Both Synchro 12 and HCM 7 were the most recent versions available at the time of this study. The HCM methodology for intersection capacity analysis produces delay estimates for each turning movement (or “lane group”, when multiple turning movements operate from the same lane). These delay estimates are assigned Level of Service (LOS) grades that range from A (best) to F (worst), as indicated in Exhibit 3. Exhibit 3. Intersection LOS Criteria Delay Range (seconds/vehicle) by Control Type LOS Unsignalized Signalized Description A 0 to 10.0 0 - 10.0 Free flow B 10.1 to 15.0 10.1 to 20.0 Stable flow (slight delays) C 15.1 to 25.0 20.1 to 35.1 Stable flow (acceptable delays) D 25.1 to 35.0 35.1 to 55.0 Approaching unstable flow E 35.1 to 50.0 55.1 to 80.0 Unstable flow F 50.1 or more 80.1 or more Forced flow (congested, queues fail to clear) Source: HCM 7th Edition It’s also important to note that for unsignalized intersections with only side-street stop sign control, intersection LOS is represented by the LOS result for the worst lane group. All study locations except the Baxter at 19th intersection use this type of control. Signals, all-way stops, and roundabouts use a volume-weighted average delay for all lane groups and approaches to establish the LOS grade. Per City code, operations impact is determined according to the degree to which LOS conforms to acceptability standards. The intersections analyzed here are subject to a standard of LOS C or better, though in some cases and places a worse LOS can be accepted if special pre-existing physical limitations are recognized. Where LOS without the project is already worse than the standard, an impact is often defined as any increase in delay, and a project impact mitigation requirement can be negotiated so that it results in a delay at or below the pre-project level. 2 EXISTING AND BASE CONDITIONS 2.1 STREETS AND INTERSECTIONS While the BMC requires impact analysis for Collector and Arterial intersections within ½ mile of a TIS-eligible project site, the City worked with the project development team on a more reasoned approach, given that (a) there are multiple intersections within that large radius not expected to carry hotel traffic, and (b) a hotel project of this scale is not likely to generate very large amount of auto traffic in the street network’s peak hours that would justify most types of capacity-driven intersection improvements. North 19th Avenue (MT 412) is a north-south Principal Arterial with two travel lanes in each direction and turn lanes at prominent intersections. It has a median treatment that restricts vehicle turning movements at Intersection 1, the site’s west access, to right turns in and out only. The posted speed limit on 19th in the study area is 40 mph. Baxter Lane is an east-west street with one travel lane in each direction and a center turn lane that transitions to directional turn pockets at the 19th intersection. The posted speed limit on Baxter west of 19th is 30 mph and east of 19th it is 35 mph. Atwell Suites Bozeman Traffic Impact Study June 2024 4 As mentioned above, the Baxter at 19th intersection is the only one of the four study intersections that operates with signal control. All others use Two Way Stop Control (TWSC). Note that this term, TWSC, is applied even at “T” intersections where only one leg’s approaching traffic is stop-controlled. Exhibit 4 shows traffic control and lane arrangements schematically at each study intersection. Exhibit 4. Existing Road and Intersection Basics 2.2 HISTORICAL AND EXISTING TRAFFIC VOLUMES There are four mid-block locations in the study area where MDT currently collects (or estimates) traffic counts annually. Traffic volumes at these sites are used to make projections of short-term growth for the project area. These locations are: Baxter Lane west of 19th Avenue, Baxter Lane east of Simmental Way, 19th Avenue south of Baxter Lane, and 19th Avenue north of the Property West Access. Daily volumes are available for years as far back as 2004 at three of these four locations. The Baxter West location’s oldest available volume is from 2015. Exhibit 5 shows historical annualized daily volumes in the project area for the past 20 years. Atwell Suites Bozeman Traffic Impact Study June 2024 5 Exhibit 5. Historical Daily Traffic Volume Source: MDT Transportation Data Management System: retrieved 6/6/2024 This look back at historical volumes over the past nine years (when all four stations have data) shows two distinct patterns of trend information. Over that time the station on 19th at the north end of the project area indicates substantial growth, at about 4% per year, while the other three locations show a net flat or slightly downward trend (-1%, in aggregate). As such, two growth assumptions are used. The 4% estimated annual growth assumption is preserved for north-south through traffic at Intersection 1, the Property West Access at 19th, as well as on movements at Intersection 2 that are oriented to and from Intersection 1. Because the overall level of projected growth in land use intensity in this part of the city is not consistent with a continued slight net downward trend at the other locations, a short term “no growth” assumption was employed for this TIS at Intersections 3 and 4. Turning movement counts were collected by a third party vendor using Miovision camera technology at all four study intersections on Wednesday, May 29, 2024. MDT seasonal adjustment factors were used to adjust these May counts to annualized averages prior to analysis. Raw intersection count data are provided in Appendix A. The seasonally-adjusted peak hour turning movement volumes are shown in Exhibit 6 along with MDT’s 2023 average daily traffic volume estimates, which are color-coded by location to match the historical AADT chart shown previously in Exhibit 5. 2.3 PROJECTED TRAFFIC WITHOUT THE PROPOSED HOTEL Historical daily traffic trend information was used to estimate short-term traffic growth. As indicated in the previous subsection, only part of the study area has shown traffic growth over the past nine years. While there has been some new development along Baxter during that time, what limited new traffic it has generated appears to have been offset by shifts in traffic patterns (from Baxter to other routes, generally speaking). There was another hotel under construction on Baxter just east of the study area at the time traffic data were collected for this project but for now its new traffic is expected to have a similar minimal net effect. Existing traffic was projected three years into the future (2027) to include one year each for (a) permitting and site prep, (b) construction and outfitting, and (c) the full marketing and occupancy needed for new traffic to normalize for the hotel. This projected traffic without the proposed hotel forms the basis of impact definition and is referred to as the Background condition. Exhibit 7 shows 2027 Background traffic. 0 5000 10000 15000 20000 25000 30000 35000 40000 0405060708091011121314151617181920212223VolumeYear Annualized Average Daily Traffic at/near 19th & Baxter, 2004-2023 Baxter W Baxter E 19th S 19th N Atwell Suites Bozeman Traffic Impact Study June 2024 6 Exhibit 6. Existing Traffic Volume Exhibit 7. 2027 Background Traffic Volume Atwell Suites Bozeman Traffic Impact Study June 2024 7 3 TRIP GENERATION AND DISTRIBUTION 3.1 TRIP GENERATION There are multiple options for hotel lodging types available in the ITE data. The best fit for this project is the “All Suites” type. For the type of peak hour, trip generation based on ‘peak hour of adjacent street traffic’ was selected over ‘peak hour of the generator [the hotel]’ because (a) traffic generated by the hotel is relatively small compared to existing traffic in this area and (b) guest arrivals and departures are somewhat spread throughout the day, unlike traditional commercial uses. Three types of adjustments to trip generation were evaluated for this project. First, a discount is sometimes taken to reflect internal capture where multiple uses are present in a single project site. This is a single-use project, so no such discount is taken. Second, some land uses attract trips that were already using the adjacent or nearby road network by virtue of improved convenience over a similar site that would have been used before. These are called “pass-by” and “diverted-linked” trips. They also do not apply to a hotel use because nearly all hotel trips are planned in advance; a traveler does not notice a hotel during an existing journey and decide to stop there, like they would a gas station or restaurant, for example. Third, a discount can be taken for a project and land use type where alternative modes could have an outsized role in site access. While this site is served by a Streamline bus route and walk/bike access is not difficult, the proportion of trips expected to access the proposed hotel is considered typical for the general urban/suburban location of the site. The project’s trip generation characteristics are indicated in Exhibit 8. Exhibit 8. Trip Generation Daily AM Peak Hour PM Peak Hour ITE Land Use 311 Rate 4.40 trips per room 0.34 trips per room 0.36 trips per room Gross total trips for 104 rooms 458 35 37 In/out split 50% in, 50% out 53% in, 47% out 49% in, 51% out New project trips in/out 229 in, 229 out 19 in, 16 out 18 in, 19 out Source: Rates per room from ITE Trip Generation, 11th Edition. 3.2 TRIP DISTRIBUTION AND ASSIGNMENT Trip distribution and assignment estimates were developed by considering the site’s location relative to regional roadways. Most inbound and outbound access was assumed to occur at the Baxter Lane driveway (Intersection 3) because the site’s other access (Intersection 3) is restricted to right-in and right-out movements only, and because the hotel’s front desk and entry portico are closest to the Baxter Lane driveway. Trip distribution and assignment percentages are shown in Exhibit 9. The net new project trips reflected as peak hour intersection turning movement volumes are shown in Exhibit 10, and the estimated total intersection volumes with the project are shown in Exhibit 11. Atwell Suites Bozeman Traffic Impact Study June 2024 8 Exhibit 9. Distribution Percentages for New Project Trips Exhibit 10. Assignment of New Project Trips Atwell Suites Bozeman Traffic Impact Study June 2024 9 Exhibit 11. 2027 Total Traffic Volume with the Project 4 TRAFFIC ANALYSIS RESULTS The peak hour intersection Level of Service (LOS) and delay results with and without the project are shown in Exhibit 12. Directions are abbreviated where necessary. Analysis software results are provided in Appendix B. Exhibit 12. Peak Hour Intersection LOS and Delay Summary Traffic LOS (delay, seconds/vehicle) TWSC Worst Intersection Control Existing 2027 Background 2027 With Project Lane Group* AM 1. Site Access at 19th TWSC B (11.2) B (11.7) B (11.8) WB 2. Baxter at 19th Signal C (33.6) D (37.7) D (38.3) - 3. Baxter at Commerce TWSC B (12.2) B (12.2) B (12.5) NB 4. Baxter at Simmental TWSC B (14.4) B (14.4) B (14.4) NB PM 1. Site Access at 19th TWSC C (15.1) C (16.8) C (17.2) WB 2. Baxter at 19th Signal C (33.8) D (42.2) D (44.1) - 3. Baxter at Commerce TWSC B (14.5) B (14.5) C (15.2) SB 4. Baxter at Simmental TWSC C (19.0) C (19.0) C (19.1) NB * Worst lane group is the one that determines the intersection LOS at a Two-Way Stop Controlled intersection. The intersection analysis results indicate only minor changes in delay at all intersections analyzed. The only LOS change resulting from the project would occur in the PM peak hour at Intersection 3, which is the site’s access to Baxter. Southbound traffic there, which includes traffic leaving the hotel, would see an increase of 0.7 seconds per vehicle. While this is a very low increase in delay, it would technically be enough to change LOS from B to C. No traffic impact mitigations have been deemed necessary for this project. The intersection of Baxter at 19th was demonstrated to operate at LOS D in both peak hours with or without the project. Because 19th is a state facility, this level of service was compared to the state’s LOS targets. LOS D Atwell Suites Bozeman Traffic Impact Study June 2024 10 exceeds the state target of C or better for Urban Principal Arterials. The intersection movement with the worst delay (and the only individual movement that operates at LOS E) is the northbound left turn, which does not carry any project-oriented traffic. From a capacity standpoint, its countervailing movement is the southbound through, which also does not carry any project-oriented traffic. As such, no additional analysis has been conducted for the intersection. Given the size and nature of the project, no substantial additional street maintenance is expected to be necessary as a result. Traffic calming improvements are expected to be neither necessary nor appropriate on the street segments studied. This concludes the Atwell Suites Bozeman TIS. Atwell Suites Bozeman Traffic Impact Study June 2024 Appendix A Appendix A: Raw Traffic Count Data Start Time Right Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-Turn 7:00 AM 164 0 0 8 0 0 2 105 0 7:15 AM 250 0 0 7 0 0 3 146 0 7:30 AM 289 0 0 7 0 0 4 162 0 7:45 AM 346 0 0 17 0 0 1 203 0 8:00 AM 311 0 0 5 0 0 4 177 0 8:15 AM 329 0 0 11 0 0 4 202 0 8:30 AM 324 0 0 8 0 0 4 185 0 8:45 AM 284 0 0 11 0 0 7 194 0 4:00 PM 305 0 0 19 0 0 4 347 0 4:15 PM 312 0 0 13 0 0 3 350 0 4:30 PM 315 0 0 11 0 0 3 382 0 4:45 PM 312 0 0 11 0 0 3 337 0 5:00 PM 321 0 0 22 0 0 4 371 0 5:15 PM 338 0 0 18 0 0 6 355 0 5:30 PM 353 0 0 18 0 0 5 345 0 5:45 PM 301 0 0 10 0 0 2 341 0 Site Code Project N 19th Ave & Town PumpStudy Name 24267 Start Date 5/29/2024 Start Time 7:00 AM 406 Baxter Counts Type Road Classification Totals N 19th Avenue Town Pump Access N 19th Avenue n/a Southbound Westbound Northbound Eastbound Start Time Right Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-Turn 7:00 AM 26 115 16 0 11 21 8 0 7 72 9 0 10 39 23 0 7:15 AM 33 186 25 0 9 15 18 0 10 100 9 2 21 33 29 0 7:30 AM 31 226 30 0 18 22 17 0 16 132 5 0 15 37 26 0 7:45 AM 36 264 33 0 19 32 15 0 14 122 18 0 34 72 55 0 8:00 AM 47 253 43 0 24 32 11 0 12 138 16 0 34 50 26 0 8:15 AM 29 256 37 0 20 29 15 0 9 133 16 0 35 47 38 0 8:30 AM 34 271 44 0 21 21 14 0 18 149 19 0 24 43 29 0 8:45 AM 19 229 25 0 30 25 20 0 12 128 10 0 27 52 30 0 4:00 PM 45 216 44 0 37 68 22 0 17 283 37 0 21 44 37 0 4:15 PM 42 237 27 0 44 58 19 0 21 280 29 0 32 39 32 0 4:30 PM 52 232 43 0 48 51 28 0 20 272 22 0 24 38 44 0 4:45 PM 48 240 45 0 52 61 19 0 20 266 26 0 29 53 26 0 5:00 PM 32 242 38 0 49 73 23 0 23 285 23 0 37 27 33 0 5:15 PM 36 261 26 0 35 63 13 0 20 309 23 0 19 33 22 0 5:30 PM 60 264 35 0 46 44 19 0 34 260 20 0 27 39 41 0 5:45 PM 34 236 37 0 38 56 19 0 27 278 24 0 22 32 32 0 Site Code Project Baxter Ln & 19th AveStudy Name 24267 Start Date 5/29/2024 Start Time 7:00 AM 406 Baxter Counts Type Road Classification Totals N 19th Avenue Baxter Lane N 19th Avenue Baxter Lane Southbound Westbound Northbound Eastbound Start Time Right Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-Turn 7:00 AM 8050331001010253120 7:15 AM 60301332004020150140 7:30 AM 14360846100020757190 7:45 AM 1004011491040301392140 8:00 AM 11050657102020388170 8:15 AM 10130852003010177130 8:30 AM 6090551002020390150 8:45 AM 80110459001050272190 4:00 PM 90108115103220790130 4:15 PM 1412014108004100667170 4:30 PM 121404110005210671190 4:45 PM 14030121170011305102210 5:00 PM 1609015132105110861160 5:15 PM 100501797104220465170 5:30 PM 6040894304060296100 5:45 PM 202401098003100181180 Baxter Ln & Commerce WayStudy Name 24267 Start Date 5/29/2024 Start Time 7:00 AM Site Code Project 406 Baxter Counts Southbound Westbound Northbound Eastbound Type Road Classification Totals Commerce Way Baxter Lane Commerce Way Baxter Lane Start Time Right Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-TurnRight Thru Left U-Turn 7:00 AM 6000227100010542120 7:15 AM 17000322001150733170 7:30 AM 7010541300170548100 7:45 AM 51208492001801169220 8:00 AM 120401242100080579100 8:15 AM 9050243301170364170 8:30 AM 5030344100160586110 8:45 AM 12070141304110067470 4:00 PM 222704822041170778110 4:15 PM 203608894033140754130 4:30 PM 221408744053130754180 4:45 PM 344601186402190587140 5:00 PM 3003081069033110458150 5:15 PM 184709794050120559130 5:30 PM 200403672002160765290 5:45 PM 112405839064130763200 Site Code Project Baxter Ln & Simmental WayStudy Name 24267 Start Date 5/29/2024 Start Time 7:00 AM 406 Baxter Counts Type Road Classification Totals Simmental Way Baxter Lane Simmental Way Baxter Lane Southbound Westbound Northbound Eastbound Atwell Suites Bozeman Traffic Impact Study June 2024 Appendix B Appendix B: Intersection Analysis Software Output Scenario Order: Existing AM Existing PM Background AM Background PM With Project AM With Project PM HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Existing AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 36 667 11 0 1140 Future Vol, veh/h 0 36 667 11 0 1140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 7 7 7 7 3 3 Mvmt Flow 0 38 710 12 0 1213 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 361 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -7.04---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.37---- Pot Cap-1 Maneuver 0 622 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 622 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v11.17 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 622 - HCM Lane V/C Ratio - - 0.062 - HCM Control Delay (s/veh) - - 11.2 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.2 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Existing AM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 184 110 48 99 73 60 472 46 137 908 127 Future Volume (veh/h) 129 184 110 48 99 73 60 472 46 137 908 127 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1709 1709 1668 1668 1668 1682 1682 1682 1723 1723 1723 Adj Flow Rate, veh/h 134 192 115 50 103 76 62 492 48 143 946 132 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333666555222 Cap, veh/h 361 215 129 179 288 244 76 1042 101 176 1193 166 Arrive On Green 0.08 0.21 0.21 0.04 0.17 0.17 0.05 0.35 0.35 0.11 0.41 0.41 Sat Flow, veh/h 1628 1001 600 1589 1668 1414 1602 2942 286 1641 2884 402 Grp Volume(v), veh/h 134 0 307 50 103 76 62 266 274 143 537 541 Grp Sat Flow(s),veh/h/ln 1628 0 1601 1589 1668 1414 1602 1598 1630 1641 1637 1650 Q Serve(g_s), s 5.7 0.0 15.8 2.2 4.6 4.0 3.2 10.9 11.0 7.2 24.2 24.2 Cycle Q Clear(g_c), s 5.7 0.0 15.8 2.2 4.6 4.0 3.2 10.9 11.0 7.2 24.2 24.2 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.18 1.00 0.24 Lane Grp Cap(c), veh/h 361 0 343 179 288 244 76 566 577 176 677 682 V/C Ratio(X) 0.37 0.00 0.89 0.28 0.36 0.31 0.81 0.47 0.47 0.81 0.79 0.79 Avail Cap(c_a), veh/h 361 0 378 208 355 301 114 566 577 310 677 682 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 0.0 32.3 28.0 30.9 30.6 39.9 21.2 21.2 37.0 21.7 21.7 Incr Delay (d2), s/veh 0.6 0.0 21.4 0.8 0.7 0.7 23.2 2.8 2.8 8.8 9.3 9.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 8.0 0.8 1.9 1.4 1.7 4.2 4.3 3.2 10.1 10.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.3 0.0 53.8 28.8 31.6 31.3 63.1 24.0 24.0 45.8 30.9 30.9 LnGrp LOS C DCCCECCDCC Approach Vol, veh/h 441 229 602 1221 Approach Delay, s/veh 45.4 30.9 28.0 32.6 Approach LOS DCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.1 36.0 9.5 24.2 10.0 41.0 13.0 20.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 9.2 13.0 4.2 17.8 5.2 26.2 7.7 6.6 Green Ext Time (p_c), s 0.2 2.3 0.0 0.4 0.0 4.2 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 33.6 HCM 7th LOS C HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Existing AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 482851621722570917130 Future Vol, veh/h 482851621722570917130 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 222777000121212 Mvmt Flow 52 306 17 2 185 27 8 0 10 18 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 212 0 0 324 0 0 608 634 315 612 630 198 Stage 1 ------418418-203203- Stage 2 ------190216-410427- Critical Hdwy 4.12 - - 4.17 - - 7.1 6.5 6.2 7.22 6.62 6.32 Critical Hdwy Stg 1 ------6.15.5-6.225.62- Critical Hdwy Stg 2 ------6.15.5-6.225.62- Follow-up Hdwy 2.218 - - 2.263 - - 3.5 4 3.3 3.608 4.108 3.408 Pot Cap-1 Maneuver 1359 - - 1208 - - 411 399 730 391 386 818 Stage 1 ------616594-777715- Stage 2 ------817728-599569- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1359 - - 1208 - - 378 383 730 370 371 818 Mov Cap-2 Maneuver ------378383-370371- Stage 1 ------593571-775714- Stage 2 ------782726-569547- Approach EB WB NB SB HCM Control Delay, s/v 1.07 0.08 12.18 12.04 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 518 1359 - - 1208 - - 563 HCM Lane V/C Ratio 0.033 0.038 - - 0.002 - - 0.092 HCM Control Delay (s/veh) 12.2 7.8 - - 8 - - 12 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Existing AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 245 20 6 146 21 21 2 1 11 1 25 Future Vol, veh/h 49 245 20 6 146 21 21 2 1 11 1 25 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 5 5 5 12 12 12 13 13 13 Mvmt Flow 52 261 21 6 155 22 22 2 1 12 1 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 178 0 0 282 0 0 544 566 271 545 565 166 Stage 1 ------376376-179179- Stage 2 ------169190-366386- Critical Hdwy 4.12 - - 4.15 - - 7.22 6.62 6.32 7.23 6.63 6.33 Critical Hdwy Stg 1 ------6.225.62-6.235.63- Critical Hdwy Stg 2 ------6.225.62-6.235.63- Follow-up Hdwy 2.218 - - 2.245 - - 3.608 4.108 3.408 3.617 4.117 3.417 Pot Cap-1 Maneuver 1398 - - 1263 - - 435 420 744 432 419 850 Stage 1 ------626600-798731- Stage 2 ------810724-631591- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1398 - - 1263 - - 402 402 744 412 401 850 Mov Cap-2 Maneuver ------402402-412401- Stage 1 ------602577-794727- Stage 2 ------780721-605569- Approach EB WB NB SB HCM Control Delay, s/v 1.2 0.27 14.36 11.08 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 410 1398 - - 1263 - - 631 HCM Lane V/C Ratio 0.062 0.037 - - 0.005 - - 0.062 HCM Control Delay (s/veh) 14.4 7.7 - - 7.9 - - 11.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Existing PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 60 1225 16 0 1152 Future Vol, veh/h 0 60 1225 16 0 1152 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 3 3 1 1 1 1 Mvmt Flow 0 61 1250 16 0 1176 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 633 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.96---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.33---- Pot Cap-1 Maneuver 0 420 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 420 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v15.03 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 420 - HCM Lane V/C Ratio - - 0.146 - HCM Control Delay (s/veh) - - 15 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0.5 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Existing PM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 132 97 64 210 158 80 974 84 125 876 153 Future Volume (veh/h) 106 132 97 64 210 158 80 974 84 125 876 153 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1750 1750 1750 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 107 133 98 65 212 160 81 984 85 126 885 155 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 222000111111 Cap, veh/h 240 163 120 210 266 225 101 1199 104 157 1191 208 Arrive On Green 0.07 0.18 0.18 0.05 0.15 0.15 0.06 0.39 0.39 0.10 0.42 0.42 Sat Flow, veh/h 1641 921 679 1667 1750 1483 1654 3073 265 1654 2806 491 Grp Volume(v), veh/h 107 0 231 65 212 160 81 528 541 126 520 520 Grp Sat Flow(s),veh/h/ln 1641 0 1600 1667 1750 1483 1654 1650 1689 1654 1650 1648 Q Serve(g_s), s 4.5 0.0 11.5 2.7 9.6 8.5 4.0 23.7 23.7 6.2 21.9 21.9 Cycle Q Clear(g_c), s 4.5 0.0 11.5 2.7 9.6 8.5 4.0 23.7 23.7 6.2 21.9 21.9 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 240 0 283 210 266 225 101 644 659 157 700 699 V/C Ratio(X) 0.45 0.00 0.82 0.31 0.80 0.71 0.80 0.82 0.82 0.80 0.74 0.74 Avail Cap(c_a), veh/h 262 0 388 232 382 324 120 644 659 321 700 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 32.7 28.1 33.8 33.3 38.2 22.6 22.6 36.6 20.0 20.0 Incr Delay (d2), s/veh 1.3 0.0 9.3 0.8 7.5 4.1 26.7 11.2 11.0 9.0 7.0 7.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 5.1 1.1 4.5 3.2 2.3 10.3 10.5 2.8 8.8 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.5 0.0 42.0 29.0 41.3 37.4 64.9 33.8 33.5 45.6 27.0 27.0 LnGrp LOS C DCDDECCDCC Approach Vol, veh/h 338 437 1150 1166 Approach Delay, s/veh 37.8 38.0 35.9 29.0 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 38.2 9.9 20.6 11.1 41.0 11.9 18.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 8.2 25.7 4.7 13.5 6.0 23.9 6.5 11.6 Green Ext Time (p_c), s 0.2 0.0 0.0 0.7 0.0 4.7 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 33.8 HCM 7th LOS C HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Existing PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 247 21 1 383 37 4 4 12 15 2 46 Future Vol, veh/h 60 247 21 1 383 37 4 4 12 15 2 46 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 111111444111 Mvmt Flow 66 271 23 1 421 41 4 4 13 16 2 51 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 462 0 0 295 0 0 839 879 283 849 870 441 Stage 1 ------415415-443443- Stage 2 ------424464-405426- Critical Hdwy 4.11 - - 4.11 - - 7.14 6.54 6.24 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.145.54-6.115.51- Critical Hdwy Stg 2 ------6.145.54-6.115.51- Follow-up Hdwy 2.209 - - 2.209 - - 3.536 4.036 3.336 3.509 4.009 3.309 Pot Cap-1 Maneuver 1105 - - 1273 - - 283 284 751 282 291 618 Stage 1 ------611589-595577- Stage 2 ------604560-624587- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1105 - - 1273 - - 242 267 751 256 273 618 Mov Cap-2 Maneuver ------242267-256273- Stage 1 ------574554-595577- Stage 2 ------552560-572552- Approach EB WB NB SB HCM Control Delay, s/v 1.55 0.02 14.01 14.47 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 421 1105 - - 1273 - - 449 HCM Lane V/C Ratio 0.052 0.06 - - 0.001 - - 0.154 HCM Control Delay (s/veh) 14 8.5 - - 7.8 - - 14.5 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.5 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Existing PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 208 19 17 291 29 39 8 11 16 7 87 Future Vol, veh/h 49 208 19 17 291 29 39 8 11 16 7 87 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 111222111222 Mvmt Flow 54 231 21 19 323 32 43 9 12 18 8 97 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 356 0 0 252 0 0 716 744 242 722 738 339 Stage 1 ------351351-377377- Stage 2 ------365393-344361- Critical Hdwy 4.11 - - 4.12 - - 7.11 6.51 6.21 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.115.51-6.125.52- Critical Hdwy Stg 2 ------6.115.51-6.125.52- Follow-up Hdwy 2.209 - - 2.218 - - 3.509 4.009 3.309 3.518 4.018 3.318 Pot Cap-1 Maneuver 1209 - - 1313 - - 347 344 800 342 345 703 Stage 1 ------668634-644616- Stage 2 ------656607-671626- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1209 - - 1313 - - 275 324 800 309 325 703 Mov Cap-2 Maneuver ------275324-309325- Stage 1 ------638606-635607- Stage 2 ------551599-622598- Approach EB WB NB SB HCM Control Delay, s/v 1.44 0.39 18.96 13.25 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 322 1209 - - 1313 - - 558 HCM Lane V/C Ratio 0.2 0.045 - - 0.014 - - 0.219 HCM Control Delay (s/veh) 19 8.1 - - 7.8 - - 13.2 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.7 0.1 - - 0 - - 0.8 HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Future Background AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 40 750 12 0 1282 Future Vol, veh/h 0 40 750 12 0 1282 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 7 7 7 7 3 3 Mvmt Flow 0 43 798 13 0 1364 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 405 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -7.04---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.37---- Pot Cap-1 Maneuver 0 581 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 581 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v11.68 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 581 - HCM Lane V/C Ratio - - 0.073 - HCM Control Delay (s/veh) - - 11.7 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.2 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Future Background AM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 184 110 48 99 82 60 531 46 154 1021 143 Future Volume (veh/h) 145 184 110 48 99 82 60 531 46 154 1021 143 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1709 1709 1668 1668 1668 1682 1682 1682 1723 1723 1723 Adj Flow Rate, veh/h 151 192 115 50 103 85 62 553 48 160 1064 149 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333666555222 Cap, veh/h 360 215 129 179 288 244 76 1020 88 194 1192 167 Arrive On Green 0.08 0.21 0.21 0.04 0.17 0.17 0.05 0.34 0.34 0.12 0.41 0.41 Sat Flow, veh/h 1628 1001 600 1589 1668 1414 1602 2975 258 1641 2883 403 Grp Volume(v), veh/h 151 0 307 50 103 85 62 296 305 160 603 610 Grp Sat Flow(s),veh/h/ln 1628 0 1601 1589 1668 1414 1602 1598 1635 1641 1637 1650 Q Serve(g_s), s 6.4 0.0 15.8 2.2 4.6 4.5 3.2 12.7 12.7 8.1 29.0 29.1 Cycle Q Clear(g_c), s 6.4 0.0 15.8 2.2 4.6 4.5 3.2 12.7 12.7 8.1 29.0 29.1 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.16 1.00 0.24 Lane Grp Cap(c), veh/h 360 0 343 179 288 244 76 548 561 194 677 682 V/C Ratio(X) 0.42 0.00 0.89 0.28 0.36 0.35 0.81 0.54 0.54 0.82 0.89 0.89 Avail Cap(c_a), veh/h 360 0 378 208 355 301 114 548 561 310 677 682 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 0.0 32.3 28.0 30.9 30.8 39.9 22.4 22.5 36.5 23.1 23.1 Incr Delay (d2), s/veh 0.8 0.0 21.4 0.8 0.7 0.8 23.2 3.8 3.7 9.4 16.4 16.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 8.0 0.8 1.9 1.5 1.7 5.0 5.1 3.6 13.1 13.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.8 0.0 53.8 28.8 31.6 31.7 63.1 26.2 26.2 45.9 39.4 39.6 LnGrp LOS C DCCCECCDDD Approach Vol, veh/h 458 238 663 1373 Approach Delay, s/veh 44.9 31.0 29.7 40.2 Approach LOS DCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 35.0 9.5 24.2 10.0 41.0 13.0 20.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 10.1 14.7 4.2 17.8 5.2 31.1 8.4 6.6 Green Ext Time (p_c), s 0.2 2.4 0.0 0.4 0.0 2.5 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 37.7 HCM 7th LOS D HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Future Background AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 482851621722570917130 Future Vol, veh/h 482851621722570917130 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 222777000121212 Mvmt Flow 52 306 17 2 185 27 8 0 10 18 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 212 0 0 324 0 0 608 634 315 612 630 198 Stage 1 ------418418-203203- Stage 2 ------190216-410427- Critical Hdwy 4.12 - - 4.17 - - 7.1 6.5 6.2 7.22 6.62 6.32 Critical Hdwy Stg 1 ------6.15.5-6.225.62- Critical Hdwy Stg 2 ------6.15.5-6.225.62- Follow-up Hdwy 2.218 - - 2.263 - - 3.5 4 3.3 3.608 4.108 3.408 Pot Cap-1 Maneuver 1359 - - 1208 - - 411 399 730 391 386 818 Stage 1 ------616594-777715- Stage 2 ------817728-599569- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1359 - - 1208 - - 378 383 730 370 371 818 Mov Cap-2 Maneuver ------378383-370371- Stage 1 ------593571-775714- Stage 2 ------782726-569547- Approach EB WB NB SB HCM Control Delay, s/v 1.07 0.08 12.18 12.04 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 518 1359 - - 1208 - - 563 HCM Lane V/C Ratio 0.033 0.038 - - 0.002 - - 0.092 HCM Control Delay (s/veh) 12.2 7.8 - - 8 - - 12 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Future Background AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 245 20 6 146 21 21 2 1 11 1 25 Future Vol, veh/h 49 245 20 6 146 21 21 2 1 11 1 25 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 5 5 5 12 12 12 13 13 13 Mvmt Flow 52 261 21 6 155 22 22 2 1 12 1 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 178 0 0 282 0 0 544 566 271 545 565 166 Stage 1 ------376376-179179- Stage 2 ------169190-366386- Critical Hdwy 4.12 - - 4.15 - - 7.22 6.62 6.32 7.23 6.63 6.33 Critical Hdwy Stg 1 ------6.225.62-6.235.63- Critical Hdwy Stg 2 ------6.225.62-6.235.63- Follow-up Hdwy 2.218 - - 2.245 - - 3.608 4.108 3.408 3.617 4.117 3.417 Pot Cap-1 Maneuver 1398 - - 1263 - - 435 420 744 432 419 850 Stage 1 ------626600-798731- Stage 2 ------810724-631591- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1398 - - 1263 - - 402 402 744 412 401 850 Mov Cap-2 Maneuver ------402402-412401- Stage 1 ------602577-794727- Stage 2 ------780721-605569- Approach EB WB NB SB HCM Control Delay, s/v 1.2 0.27 14.36 11.08 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 410 1398 - - 1263 - - 631 HCM Lane V/C Ratio 0.062 0.037 - - 0.005 - - 0.062 HCM Control Delay (s/veh) 14.4 7.7 - - 7.9 - - 11.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Future Background PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 67 1378 18 0 1296 Future Vol, veh/h 0 67 1378 18 0 1296 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 3 3 1 1 1 1 Mvmt Flow 0 68 1406 18 0 1322 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 712 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.96---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.33---- Pot Cap-1 Maneuver 0 372 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 372 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v16.83 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 372 - HCM Lane V/C Ratio - - 0.184 - HCM Control Delay (s/veh) - - 16.8 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0.7 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Future Background PM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 132 97 61 210 178 80 1096 84 141 985 172 Future Volume (veh/h) 119 132 97 61 210 178 80 1096 84 141 985 172 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1750 1750 1750 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 120 133 98 62 212 180 81 1107 85 142 995 174 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 222000111111 Cap, veh/h 251 171 126 219 266 225 101 1164 89 175 1178 206 Arrive On Green 0.08 0.19 0.19 0.05 0.15 0.15 0.06 0.37 0.37 0.11 0.42 0.42 Sat Flow, veh/h 1641 921 679 1667 1750 1483 1654 3105 238 1654 2807 490 Grp Volume(v), veh/h 120 0 231 62 212 180 81 588 604 142 584 585 Grp Sat Flow(s),veh/h/ln 1641 0 1600 1667 1750 1483 1654 1650 1693 1654 1650 1648 Q Serve(g_s), s 5.1 0.0 11.5 2.6 9.7 9.8 4.0 28.9 28.9 7.0 26.5 26.6 Cycle Q Clear(g_c), s 5.1 0.0 11.5 2.6 9.7 9.8 4.0 28.9 28.9 7.0 26.5 26.6 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.14 1.00 0.30 Lane Grp Cap(c), veh/h 251 0 297 219 266 225 101 618 635 175 692 692 V/C Ratio(X) 0.48 0.00 0.78 0.28 0.80 0.80 0.80 0.95 0.95 0.81 0.84 0.85 Avail Cap(c_a), veh/h 259 0 384 243 378 320 119 618 635 317 692 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 32.3 28.4 34.1 34.1 38.6 25.3 25.3 36.5 21.8 21.8 Incr Delay (d2), s/veh 1.4 0.0 7.4 0.7 7.6 9.0 27.2 25.8 25.6 8.6 12.0 12.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 4.9 1.0 4.6 4.0 2.3 14.6 15.0 3.1 11.5 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.6 0.0 39.7 29.1 41.8 43.2 65.9 51.2 50.9 45.1 33.8 33.9 LnGrp LOS C DCDDEDDDCC Approach Vol, veh/h 351 454 1273 1311 Approach Delay, s/veh 35.9 40.6 52.0 35.1 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 37.3 9.8 21.5 11.1 41.0 12.6 18.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 9.0 30.9 4.6 13.5 6.0 28.6 7.1 11.8 Green Ext Time (p_c), s 0.2 0.0 0.0 0.7 0.0 3.6 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 42.2 HCM 7th LOS D HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Future Background PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 247 21 1 383 37 4 4 12 15 2 46 Future Vol, veh/h 60 247 21 1 383 37 4 4 12 15 2 46 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 111111444111 Mvmt Flow 66 271 23 1 421 41 4 4 13 16 2 51 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 462 0 0 295 0 0 839 879 283 849 870 441 Stage 1 ------415415-443443- Stage 2 ------424464-405426- Critical Hdwy 4.11 - - 4.11 - - 7.14 6.54 6.24 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.145.54-6.115.51- Critical Hdwy Stg 2 ------6.145.54-6.115.51- Follow-up Hdwy 2.209 - - 2.209 - - 3.536 4.036 3.336 3.509 4.009 3.309 Pot Cap-1 Maneuver 1105 - - 1273 - - 283 284 751 282 291 618 Stage 1 ------611589-595577- Stage 2 ------604560-624587- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1105 - - 1273 - - 242 267 751 256 273 618 Mov Cap-2 Maneuver ------242267-256273- Stage 1 ------574554-595577- Stage 2 ------552560-572552- Approach EB WB NB SB HCM Control Delay, s/v 1.55 0.02 14.01 14.47 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 421 1105 - - 1273 - - 449 HCM Lane V/C Ratio 0.052 0.06 - - 0.001 - - 0.154 HCM Control Delay (s/veh) 14 8.5 - - 7.8 - - 14.5 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.5 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Future Background PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 208 19 17 291 29 39 8 11 16 7 87 Future Vol, veh/h 49 208 19 17 291 29 39 8 11 16 7 87 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 111222111222 Mvmt Flow 54 231 21 19 323 32 43 9 12 18 8 97 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 356 0 0 252 0 0 716 744 242 722 738 339 Stage 1 ------351351-377377- Stage 2 ------365393-344361- Critical Hdwy 4.11 - - 4.12 - - 7.11 6.51 6.21 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.115.51-6.125.52- Critical Hdwy Stg 2 ------6.115.51-6.125.52- Follow-up Hdwy 2.209 - - 2.218 - - 3.509 4.009 3.309 3.518 4.018 3.318 Pot Cap-1 Maneuver 1209 - - 1313 - - 347 344 800 342 345 703 Stage 1 ------668634-644616- Stage 2 ------656607-671626- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1209 - - 1313 - - 275 324 800 309 325 703 Mov Cap-2 Maneuver ------275324-309325- Stage 1 ------638606-635607- Stage 2 ------551599-622598- Approach EB WB NB SB HCM Control Delay, s/v 1.44 0.39 18.96 13.25 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 322 1209 - - 1313 - - 558 HCM Lane V/C Ratio 0.2 0.045 - - 0.014 - - 0.219 HCM Control Delay (s/veh) 19 8.1 - - 7.8 - - 13.2 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.7 0.1 - - 0 - - 0.8 HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Future Total AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 46 752 13 0 1292 Future Vol, veh/h 0 46 752 13 0 1292 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 7 7 7 7 3 3 Mvmt Flow 0 49 800 14 0 1374 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 407 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -7.04---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.37---- Pot Cap-1 Maneuver 0 580 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 580 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v11.78 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 580 - HCM Lane V/C Ratio - - 0.084 - HCM Control Delay (s/veh) - - 11.8 - HCM Lane LOS - - B - HCM 95th %tile Q(veh) - - 0.3 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Future Total AM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 185 110 53 100 84 60 532 51 164 1021 143 Future Volume (veh/h) 145 185 110 53 100 84 60 532 51 164 1021 143 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1709 1709 1668 1668 1668 1682 1682 1682 1723 1723 1723 Adj Flow Rate, veh/h 151 193 115 55 104 88 62 554 53 171 1064 149 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333666555222 Cap, veh/h 361 216 128 182 292 248 76 986 94 205 1188 166 Arrive On Green 0.08 0.21 0.21 0.04 0.18 0.18 0.05 0.33 0.33 0.13 0.41 0.41 Sat Flow, veh/h 1628 1003 598 1589 1668 1414 1602 2947 281 1641 2883 403 Grp Volume(v), veh/h 151 0 308 55 104 88 62 300 307 171 603 610 Grp Sat Flow(s),veh/h/ln 1628 0 1601 1589 1668 1414 1602 1598 1631 1641 1637 1650 Q Serve(g_s), s 6.4 0.0 15.9 2.4 4.7 4.6 3.3 13.1 13.1 8.6 29.1 29.3 Cycle Q Clear(g_c), s 6.4 0.0 15.9 2.4 4.7 4.6 3.3 13.1 13.1 8.6 29.1 29.3 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.17 1.00 0.24 Lane Grp Cap(c), veh/h 361 0 344 182 292 248 76 534 546 205 674 680 V/C Ratio(X) 0.42 0.00 0.90 0.30 0.36 0.36 0.81 0.56 0.56 0.83 0.89 0.90 Avail Cap(c_a), veh/h 361 0 377 207 354 300 113 534 546 309 674 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.9 0.0 32.4 27.9 30.8 30.8 40.1 23.1 23.2 36.3 23.2 23.3 Incr Delay (d2), s/veh 0.8 0.0 21.8 0.9 0.7 0.9 23.4 4.2 4.2 11.3 16.7 16.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 8.0 0.9 1.9 1.6 1.7 5.2 5.3 3.9 13.2 13.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.7 0.0 54.2 28.8 31.5 31.7 63.4 27.4 27.3 47.6 40.0 40.1 LnGrp LOS C DCCCECCDDD Approach Vol, veh/h 459 247 669 1384 Approach Delay, s/veh 45.1 31.0 30.7 41.0 Approach LOS DCCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.6 34.4 9.6 24.2 10.0 41.0 13.0 20.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 10.6 15.1 4.4 17.9 5.3 31.3 8.4 6.7 Green Ext Time (p_c), s 0.2 2.4 0.0 0.4 0.0 2.4 0.0 0.5 Intersection Summary HCM 7th Control Delay, s/veh 38.3 HCM 7th LOS D HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Future Total AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 642851621722870919138 Future Vol, veh/h 642851621722870919138 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 222777000121212 Mvmt Flow 69 306 17 2 185 30 8 0 10 20 1 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 215 0 0 324 0 0 642 672 315 648 666 200 Stage 1 ------453453-204204- Stage 2 ------190219-444461- Critical Hdwy 4.12 - - 4.17 - - 7.1 6.5 6.2 7.22 6.62 6.32 Critical Hdwy Stg 1 ------6.15.5-6.225.62- Critical Hdwy Stg 2 ------6.15.5-6.225.62- Follow-up Hdwy 2.218 - - 2.263 - - 3.5 4 3.3 3.608 4.108 3.408 Pot Cap-1 Maneuver 1355 - - 1208 - - 390 380 730 370 368 816 Stage 1 ------590574-775714- Stage 2 ------817725-574549- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1355 - - 1208 - - 350 360 730 346 349 816 Mov Cap-2 Maneuver ------350360-346349- Stage 1 ------560544-774713- Stage 2 ------773724-538521- Approach EB WB NB SB HCM Control Delay, s/v 1.37 0.08 12.54 12.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 495 1355 - - 1208 - - 556 HCM Lane V/C Ratio 0.035 0.051 - - 0.002 - - 0.112 HCM Control Delay (s/veh) 12.5 7.8 - - 8 - - 12.3 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.1 0.2 - - 0 - - 0.4 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Future Total AM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 247 20 6 149 21 21 2 1 11 1 25 Future Vol, veh/h 49 247 20 6 149 21 21 2 1 11 1 25 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 5 5 5 12 12 12 13 13 13 Mvmt Flow 52 263 21 6 159 22 22 2 1 12 1 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 181 0 0 284 0 0 549 571 273 551 571 170 Stage 1 ------378378-182182- Stage 2 ------172194-368388- Critical Hdwy 4.12 - - 4.15 - - 7.22 6.62 6.32 7.23 6.63 6.33 Critical Hdwy Stg 1 ------6.225.62-6.235.63- Critical Hdwy Stg 2 ------6.225.62-6.235.63- Follow-up Hdwy 2.218 - - 2.245 - - 3.608 4.108 3.408 3.617 4.117 3.417 Pot Cap-1 Maneuver 1395 - - 1261 - - 431 417 742 429 416 846 Stage 1 ------624598-794728- Stage 2 ------807722-630590- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1395 - - 1261 - - 399 400 742 408 399 846 Mov Cap-2 Maneuver ------399400-408399- Stage 1 ------601576-790725- Stage 2 ------777718-603568- Approach EB WB NB SB HCM Control Delay, s/v 1.19 0.27 14.44 11.12 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 407 1395 - - 1261 - - 627 HCM Lane V/C Ratio 0.063 0.037 - - 0.005 - - 0.063 HCM Control Delay (s/veh) 14.4 7.7 - - 7.9 - - 11.1 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 HCM 7th TWSC Atwell Suites Bozeman 1: 19th & Site Access 6/16/2024 Future Total PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 75 1380 19 0 1305 Future Vol, veh/h 0 75 1380 19 0 1305 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length ------ Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 3 3 1 1 1 1 Mvmt Flow 0 77 1408 19 0 1332 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 714 0 0 - - Stage 1 ------ Stage 2 ------ Critical Hdwy -6.96---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.33---- Pot Cap-1 Maneuver 0 372 - - 0 - Stage 1 0 - - - 0 - Stage 2 0 - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - 372 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s/v17.18 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBT Capacity (veh/h) - - 372 - HCM Lane V/C Ratio - - 0.206 - HCM Control Delay (s/veh) - - 17.2 - HCM Lane LOS - - C - HCM 95th %tile Q(veh) - - 0.8 - HCM 7th Signalized Intersection Summary Atwell Suites Bozeman 2: 19th & Baxter 6/16/2024 Future Total PM Synchro 12 Report 406 Traffic Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 133 97 61 211 178 80 1097 88 150 985 172 Future Volume (veh/h) 119 133 97 61 211 178 80 1097 88 150 985 172 Initial Q (Qb), veh 000000000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1723 1750 1750 1750 1736 1736 1736 1736 1736 1736 Adj Flow Rate, veh/h 120 134 98 62 213 180 81 1108 89 152 995 174 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 222000111111 Cap, veh/h 251 172 126 219 267 226 101 1139 91 186 1177 206 Arrive On Green 0.08 0.19 0.19 0.05 0.15 0.15 0.06 0.37 0.37 0.11 0.42 0.42 Sat Flow, veh/h 1641 925 676 1667 1750 1483 1654 3093 248 1654 2807 490 Grp Volume(v), veh/h 120 0 232 62 213 180 81 591 606 152 584 585 Grp Sat Flow(s),veh/h/ln 1641 0 1601 1667 1750 1483 1654 1650 1692 1654 1650 1648 Q Serve(g_s), s 5.1 0.0 11.5 2.6 9.8 9.8 4.0 29.4 29.5 7.5 26.6 26.6 Cycle Q Clear(g_c), s 5.1 0.0 11.5 2.6 9.8 9.8 4.0 29.4 29.5 7.5 26.6 26.6 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.15 1.00 0.30 Lane Grp Cap(c), veh/h 251 0 298 219 267 226 101 607 623 186 692 691 V/C Ratio(X) 0.48 0.00 0.78 0.28 0.80 0.80 0.80 0.97 0.97 0.82 0.84 0.85 Avail Cap(c_a), veh/h 258 0 384 242 377 320 119 607 623 317 692 691 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 32.3 28.4 34.1 34.1 38.7 25.9 26.0 36.2 21.8 21.8 Incr Delay (d2), s/veh 1.4 0.0 7.5 0.7 7.8 8.9 27.2 30.3 30.2 8.5 12.0 12.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 5.0 1.0 4.6 3.9 2.3 15.5 15.9 3.3 11.5 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.6 0.0 39.9 29.1 42.0 43.1 65.9 56.3 56.1 44.6 33.8 34.0 LnGrp LOS C DCDDEEEDCC Approach Vol, veh/h 352 455 1278 1321 Approach Delay, s/veh 36.0 40.6 56.8 35.1 Approach LOS D D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.4 36.7 9.8 21.5 11.1 41.0 12.6 18.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 16.0 25.0 5.0 20.0 6.0 35.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 9.5 31.5 4.6 13.5 6.0 28.6 7.1 11.8 Green Ext Time (p_c), s 0.2 0.0 0.0 0.7 0.0 3.6 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 44.1 HCM 7th LOS D HCM 7th TWSC Atwell Suites Bozeman 3: Commerce & Baxter 6/16/2024 Future Total PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 74 247 21 1 383 40 4 4 12 18 2 55 Future Vol, veh/h 74 247 21 1 383 40 4 4 12 18 2 55 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 111111444111 Mvmt Flow 81 271 23 1 421 44 4 4 13 20 2 60 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 465 0 0 295 0 0 870 913 283 881 902 443 Stage 1 ------446446-445445- Stage 2 ------424467-436457- Critical Hdwy 4.11 - - 4.11 - - 7.14 6.54 6.24 7.11 6.51 6.21 Critical Hdwy Stg 1 ------6.145.54-6.115.51- Critical Hdwy Stg 2 ------6.145.54-6.115.51- Follow-up Hdwy 2.209 - - 2.209 - - 3.536 4.036 3.336 3.509 4.009 3.309 Pot Cap-1 Maneuver 1102 - - 1273 - - 270 271 751 268 278 617 Stage 1 ------588571-594576- Stage 2 ------604558-601569- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1102 - - 1273 - - 223 251 751 240 258 617 Mov Cap-2 Maneuver ------223251-240258- Stage 1 ------545529-594576- Stage 2 ------542558-542527- Approach EB WB NB SB HCM Control Delay, s/v 1.85 0.02 14.48 15.17 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 402 1102 - - 1273 - - 436 HCM Lane V/C Ratio 0.055 0.074 - - 0.001 - - 0.189 HCM Control Delay (s/veh) 14.5 8.5 - - 7.8 - - 15.2 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.7 HCM 7th TWSC Atwell Suites Bozeman 4: Simmental & Baxter 6/16/2024 Future Total PM Synchro 12 Report 406 Traffic Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 49 211 19 17 294 29 39 8 11 16 7 87 Future Vol, veh/h 49 211 19 17 294 29 39 8 11 16 7 87 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 111222111222 Mvmt Flow 54 234 21 19 327 32 43 9 12 18 8 97 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 359 0 0 256 0 0 722 751 245 728 745 343 Stage 1 ------354354-381381- Stage 2 ------368397-348364- Critical Hdwy 4.11 - - 4.12 - - 7.11 6.51 6.21 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.115.51-6.125.52- Critical Hdwy Stg 2 ------6.115.51-6.125.52- Follow-up Hdwy 2.209 - - 2.218 - - 3.509 4.009 3.309 3.518 4.018 3.318 Pot Cap-1 Maneuver 1205 - - 1309 - - 343 341 796 339 342 700 Stage 1 ------665632-642614- Stage 2 ------654605-668624- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1205 - - 1309 - - 272 321 796 306 322 700 Mov Cap-2 Maneuver ------272321-306322- Stage 1 ------635604-632605- Stage 2 ------548597-619595- Approach EB WB NB SB HCM Control Delay, s/v 1.43 0.39 19.15 13.32 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 319 1205 - - 1309 - - 554 HCM Lane V/C Ratio 0.202 0.045 - - 0.014 - - 0.22 HCM Control Delay (s/veh) 19.1 8.1 - - 7.8 - - 13.3 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.7 0.1 - - 0 - - 0.8