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Home My WebLink About219 Haggerty_Traffic Due Dilligence_081425 August 14, 2025 Mr. Jackson Bruff Gypsy’s Drift, LLC 418 W Lamme St Bozeman, MT 59715 Reference: 219 Haggerty Lane Traffic Due Diligence Project No. 250389 Mr. Bruff: The purpose of this letter is to provide a safety and operations analysis for the Haggerty Lane and East Main Street intersection based on the remaining buildout scenarios of the adjacent development in Bozeman, Montana. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for study area intersection on Thursday, June 12, 2025. The weekday AM and PM peak hour periods were found to occur from 7:30 to 8:30 AM and 4:45 to 5:45 PM. Raw count data was adjusted for seasonal variation using MDT seasonal adjustment factors. Historical turning movement counts at the Main Street/Haggerty Lane intersection were obtained from previous traffic studies conducted in the area. Analysis of these counts indicates that traffic volumes in this part of Bozeman have generally been trending downward over time. Figure 1 in the attachments summarizes the calculated Existing Conditions (2025) peak hour turning movement volumes and the historical turning movement volumes. Detailed traffic count data worksheets are included in the attachments. Crash Trends Historical crash data was obtained from the Montana Department of Transportation (MDT) for the five-year period from January 1, 2019, through December 31, 2023 for the Haggerty Lane/Main Street intersection. It should be noted that the four crashes listed all occurred in 2021 between May and December. The crash data was analyzed for the purpose of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 on the following page illustrate the results of that analysis. Mr. Jackson Bruff August 14, 2025 Page 2 The intersection’s crash rate was calculated at 0.17 crashes per million vehicles entering (MVE), based on MDT historical AADT volumes and 2025 peak hour counts. This rate is approximately 26 percent lower than the predicted crash rate derived from the Highway Safety Manual (HSM), which accounts for traffic volumes and physical conditions. The severity index, calculated using MDT protocols, was 2.00, indicating a moderate level of crash severity. Collision type was evaluated to identify any significant trends in the crash data. Of the four reported crashes between 2019 and 2023, rear-end collisions were the most common, accounting for 50 percent of incidents. One involved an eastbound vehicle striking a parked vehicle off the roadway, while the other involved four eastbound vehicles, one of which was turning left. The left-turn/opposite-direction (LT/OD) crash occurred between eastbound and westbound vehicles. The fourth crash was a rollover involving a single northbound vehicle. Based on the available crash data and collision type analysis, no consistent crash trends were identified at the Haggerty Lane/Main Street intersection. Adjacent Development There are three vacant lots in the East Main Street development area, including Blackmore Bend Highland Building (Master Site Plan), TruNorth Center (Site Plan), and 219 Haggerty Lane. It is anticipated that both approvals will expire by 2026 based on public information on original application approval dates. Below are the following approved adjacent development densities: Table 1: Crash History – Frequency and Severity Statistics PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/ MVE) Severity Index Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/ MVE) E Main St/Haggerty Ln 13191 4 2 2 0 0.80 0.17 2.00 1.09 0.23 1 Daily Entering Volume (DEV) estimated from 2025 peak hour counts and 2019-2023 MDT published ADTs 2 Crashes reported from January 1, 2019 to December 31, 2023 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3Crash Type 2019- 2023 DEV1 Reported Crashes2 Table 2: Crash History – Collision Type Rear End LT, OD Roll Over Total E Main St/Haggerty Ln 2 1 1 4 Collision Type Mr. Jackson Bruff August 14, 2025 Page 3 1. Blackmore Bend - Highland Building: • 12 Low-Rise Apartment Units • 13,000 SF GFA Retail 2. TruNorth Center: • 1,503 SF GFA Coffee Shop with 3,645 SF GFA Staff-Only Area • 11,626 SF GFA Office Building 3. 219 Haggerty Lane (Proposed): • 16 Low-Rise Multi-Family Units Trip Generation The trip projection analysis utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE). Projected trip generation values for the adjacent development are shown in Table 3 on the following page. In total, all three developments are expected to generate 999 total weekday trips, with 111 trips in the AM peak hour (65 entering/46 exiting) and 101 new trips in the PM peak hour (45 entering/56 exiting). With expiration of the Blackmore Bend – Highland Building and the TruNorth Center, the remaining 219 Haggerty Lane residential unites alone are expected to generate 108 total weekday trips, with six trips in the AM peak hour and eight in the PM peak hour. Future Volume Projections Based on information provided by the Client, construction of the 219 Haggerty Lane development is anticipated to begin within approximately one year. In accordance with City of Bozeman requirements, the Blackmore Bend – Highland Building and TruNorth Center sites must also commence construction within this timeframe to avoid restarting the development approval process. Therefore, the one-year projection includes trip generation estimates for all three sites. The five-year projection reflects a scenario in which only the 219 Haggerty Lane site has been constructed and is operational. In addition to site-generated trips, background traffic was evaluated based on MDT traffic data and previous traffic impact study data. It was determined that an annual background growth rate (AGR) of 0.40 percent would be appropriate for through vehicles along East Main Street for modeling growth of this region of Bozeman. The AGR measured for Haggerty Lane was -3.40 percent. The Future (2026) and Future (2030) traffic projections for the project intersection were then calculated by combining existing traffic volumes with anticipated background growth and site-generated traffic assignments. The Future (2026) Mr. Jackson Bruff August 14, 2025 Page 4 scenario includes trips generated from all three sites, as a worst-case scenario. The Future (2030) scenario only includes trips from the proposed 219 Haggerty site to project operations if the Blackmore Bend - Highland Building and TruNorth Center are not developed. Figure 2 in the attachments illustrates the resulting AM and PM peak hour Future (2026) and Future (2030) traffic volume projections. Intensity Units total enter exit total enter exit total enter exit 12 Dwelling Units 81 41 40 5 1 4 6 4 2 33 15 18 1 0 1 4 3 1 13.0 1000 SF GLA 708 354 354 31 19 12 86 43 43 231 132 99 6 3 3 28 16 12 1.5 1000 SF GFA 802 401 401 129 66 63 59 30 29 235 110 125 10 5 5 24 10 14 284 146 138 60 31 29 18 10 8 3.6 1000 SF GFA 40 20 20 6 5 1 5 1 4 20 8 12 2 1 1 1 0 1 11.6 1000 SF GFA 126 63 63 18 16 2 17 3 14 63 26 37 5 3 2 5 2 3 16 Dwelling Units 108 54 54 6 1 5 8 5 3 525 248 277 29 17 12 60 28 32 366 194 172 76 47 29 33 12 21 108 54 54 6 1 5 8 5 3 999 496 503 111 65 46 101 45 56 (1) Multifamily Housing (Low-Rise) - Land Use 220* Units = Dwelling Units Average Weekday: 6.74 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: 0.40 (24% entering/76% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: 0.51 (63% entering/37% exiting) (2) Strip Retail Plaza (<40k) - Land Use 822* Average Weekday: 54.45 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: 2.36 (60% entering/40% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: 6.59 (50% entering/50% exiting) (3) Coffee/Donut Shop with Drive-Through Window - Land Use 937* Average Weekday: Average Rate = 533.57 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 85.88 (51% entering/49% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 38.99 (50% entering/50% exiting) (4) General Office Building, - Land Use 710* Average Weekday: Average Rate = 10.84 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 1.52 (88% entering/12% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 1.44 (17% entering/83% exiting) *Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021 **Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017 Blackmore Bend - Highland Building Low Rise Apartment1 Internal Capture Trips ** Retail2 Land Use Independent Variable Average Weekday AM Peak Hour PM Peak Hour Internal Capture Trips ** Office Buildings4 Internal Capture Trips ** Total Haggerty Lane Residential External Trips Internal Capture Trips ** TruNorth Center Coffee Shop3 Internal Capture Trips ** Pass-By Trips (Avg. Rate = 50%)**† Coffee Office Space4 219 Haggerty Lane Multi-Family Housing1 Total Blackmore Bend - Highland Building External Trips Total TruNorth Center External Trips Total Full Buildout External Trips Average Rate = Average Rate = Average Rate = Units = 1000 SF GLA Average Rate = Average Rate = Average Rate = Units = 1000 SF GFA Units = 1000 SF GFA † Pass-By Trips Average Rate for Coffee/Donut Shop With Drive-Through Window is not included in ITE Pass-By data, therefore 50% Pass-By Average Rate for Fast Food Restaurant With Drive-Through was selected Table 3: Trip Generation Summary Mr. Jackson Bruff August 14, 2025 Page 5 Intersection Capacity Intersection capacity calculations were performed for the project intersection using PTV Vistro 2023 software which is based on the Highway Capacity Manual, 7th Edition (Transportation Research Board, 2022). The results of the Existing Conditions (2025) intersection capacity calculations showed that the intersection currently operates at LOS C or better during both peak hours. The northbound (Haggerty Lane) approach movements experience an average delay of 18.8 seconds (LOS C) during the AM peak hour and 28.1 seconds (LOS D) during the PM peak hour. The 95th percentile queues are minimal on all approaches. When modeled with the 15-minute peak hour volumes, it was discovered that only the 5:30 to 5:45 PM time period is operating at LOS D for the northbound approach, with 95th percentile queues of two vehicles in the northbound approach. The results of the Future (2026) intersection capacity calculations show slightly worsened results, with the northbound approach projected to continue to operate at LOS D during the PM peak hour. The 95th percentile queues are still projected to be minimal due to the low northbound volumes. The capacity calculations for the Future (2030) scenario projects the best operations out of all three scenarios, with the northbound approach still projected to operate at LOS D during the PM peak hour with slightly reduced delay from existing conditions. Table 4 on the following page outlines the capacity analyses for all traffic volume scenarios. Traffic Signal Warrants Traffic signal warrants at the project intersection were evaluated in accordance with the criteria outlined in the 11th Edition of the Manual on Uniform Traffic Control Devices (MUTCD) for three scenarios: Existing Conditions (2025), Future (2026), and Future (2030). The MUTCD provides several warrant criteria based on factors such as traffic volumes, school crossings, and crash history. The MUTCD also directs that when the minor approach volumes have a high percentage of right-turn movements that are made from a dedicated right-turn lane with minimal conflict or associated delay, the engineer should use judgment as to whether all or a portion of those movements should be considered in the traffic signal warrant evaluation. Although there is not currently a dedicated northbound right-turn lane on Haggerty Lane, there is a high volume of existing northbound right turns, which were frequently observed to use the wide approach to bypass left-turning and thru vehicles. Based on those observations in the field, it is likely that approximately 50 percent of right-turns could be made freely if a right-turn lane were provided; therefore, the 50 percent results are assumed to be the most representative, and the traffic signal warrants were evaluated with only 50 percent of northbound right-turns included. Mr. Jackson Bruff August 14, 2025 Page 6 For the purposes of this analysis, Warrant 9 (Intersection Near a Grade Crossing) was not evaluated because this intersection is not near a railroad crossing. 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. The Future (2026) volume scenario recorded seven (7) of the eight (8) required hours for the Eight-Hour Vehicular Volume Warrant and two (2) of the four (4) required hours for the Four-Hour Vehicular Volume Warrant. The Future (2030) volume scenario recorded two (2) of the eight (8) required hours for the Eight-Hour Vehicular Volume Warrant and zero (0) of the four (4) required hours for the Four-Hour Vehicular Volume Warrant. It was found that no warrants are met or projected to be met for any of the volume scenarios. Detailed signal warrant worksheets are included in the attachments. Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 18.8 C 1 28.1 D 2 SB 0.0 A 0 18.6 C 1 EB 0.1 A 0 0.0 A 0 WB 0.7 A 1 1.1 A 1 Intersection 2.0 A --2.3 A -- Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 21.1 C 2 31.8 D 2 SB 0.0 A 0 19.2 C 1 EB 0.1 A 0 0.0 A 0 WB 0.9 A 1 1.1 A 1 Intersection 2.3 A --2.6 A -- Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 17.9 C 1 27.6 D 2 SB 0.0 A 0 18.4 C 1 EB 0.1 A 0 0.0 A 0 WB 0.6 A 1 1.0 A 1 Intersection 1.7 A --2.0 A -- Intersection Control Two-Way Stop-Control (NB/SB) Main Street & Haggerty Lane Intersection Control Two-Way Stop-Control (NB/SB) Main Street & Haggerty Lane Intersection Approach Future (2030) AM Peak PM Peak Future (2026) Two-Way Stop-Control (NB/SB) Intersection Approach AM Peak PM Peak Intersection Approach Existing (2025) AM Peak PM Peak Main Street & Haggerty Lane Intersection Control Table 4: Capacity Analysis Summary Mr. Jackson Bruff August 14, 2025 Page 7 Conclusion The preceding analysis has shown that construction of the 219 Haggerty site will generate a minimal volume of new traffic demand for area streets and intersections. The Highland Building and TruNorth Center will generate a moderate volume of new traffic demand but their City approvals may expire within the next year. Future traffic volumes were projected using conservative assumptions and account for both site- generated and ambient growth. East Main Street traffic volumes have experienced low growth over the past 10 years of MDT traffic data. Haggerty Lane traffic volumes have experienced a steady decrease in volumes during the same period. A safety analysis of historic crash data provided by MDT identified four crashes in the most recent five-year available data. All reported crashes were recorded in 2021 with no crash data available for subsequent years. The analysis indicates that the observed crash rate is 26 percent lower than the predicted rate based on intersection characteristics. No noticeable crash trends were observed in the data. Intersection capacity analyses summarized the project intersection is anticipated to operate at LOS A for all future traffic volume scenarios. The northbound (Haggerty Lane) approach is anticipated to operate at LOS C in the AM Peak Hour and LOS D in the PM Peak Hour for all future traffic volumes scenarios. Through evaluation of the 15-minute traffic flow demands for existing traffic volumes, only one 15-minute period for the northbound approach experienced LOS D. Signal warrant evaluations at the project intersection indicate that, under Existing Conditions (2025), Future (2026), and Future (2030) volumes, none of the warrants are met. It is my professional opinion that the project intersection will operate in a safe and efficient manner in both the Future (2026) and Future (2030) traffic scenarios as presented with existing intersection geometrics and intersection control without impact on the health, safety, or welfare of the public. If you have any questions or concerns, please feel free to contact me at 406-922-4306 or jstaszcuk@sanbell.com. Sincerely, Joey Staszcuk, PE, PTOE, RSP1 Associate Principal | Community Transportation Studio Manager Enc. P:250389_Haggerty_Lane_Traffic_Due_Diligence_8.14.2025 Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.82 0.82 0.82 0.82 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 7:30 AM 0 0 0 0 0 7 0 8 0 15 9 78 1 0 88 0 142 18 0 160 263 7:45 AM 0 0 0 0 0 17 0 10 0 27 7 87 0 0 94 0 192 13 0 205 326 8:00 AM 0 0 0 0 0 4 0 12 0 16 9 83 1 0 93 1 163 13 1 178 287 8:15 AM 0 0 0 0 0 2 0 9 0 11 14 92 0 0 106 2 142 15 0 159 276 Grand Total 0 0 0 0 0 30 0 39 0 69 39 340 2 0 381 3 639 59 1 702 1152 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 4.1 0.0 0.0 3.9 0.0 2.8 0.0 0.0 2.6 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.0 0.0 0.6 0.0 0.0 0.6 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 5.3 0.0 0.0 5.0 0.0 3.4 0.0 0.0 3.1 Total %0.0 0.0 0.0 0.0 0.0 2.6 0.0 3.4 0.0 6.0 3.4 29.5 0.2 0.0 33.1 0.3 55.5 5.1 0.1 60.9 100.0 PHF 1.00 1.00 1.00 0.65 0.65 0.65 1.00 1.00 1.00 0.86 0.86 0.86 0.89 RT TH LT U 0 0 0 0 3RT639TH59LT1UU0LT2TH340RT390 39 0 30 U LT TH RT Westbound Agency/Company: Stormy Waggoner Sanbell North/South Street:Haggerty Lane AM Peak Hour (7:30 - 8:30 AM) 250389Project Number: Southbound Haggerty Lane Northbound East Main Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information E Main St & Haggerty LnCounted By:East Main StreetEast Main Street381City of Bozeman, MT / MDTThursday, June 12, 2025Date Performed: Count Time Period: Haggerty Lane Due Diligence Auto Stop Driveway East Main Street East Main Street Vehicle Volumes and Adjustments Auto Stop Driveway 0 In Out 5 Haggerty Lane 69 InOut 98In678 In702Out371Total Entering 1152Out NNNNN 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 Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 0.82 0.82 0.82 0.82 0.84 0.84 0.84 0.84 0 0.84 0.84 0.84 0.84 0 4:45 PM 0 0 0 0 0 11 0 8 0 19 15 172 0 0 187 0 126 9 0 135 341 5:00 PM 0 0 1 0 1 16 0 10 0 26 26 198 0 0 224 0 126 12 0 138 389 5:15 PM 1 0 0 0 1 13 0 9 0 22 24 164 0 0 188 1 115 13 0 129 340 5:30 PM 0 0 0 0 0 5 0 10 0 15 28 162 0 0 190 0 112 22 0 134 339 Grand Total 1 0 1 0 2 45 0 37 0 82 93 696 0 0 789 1 479 56 0 536 1409 Medium Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.7 0.0 0.0 0.8 0.0 0.0 1.8 0.0 0.2 Heavy Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 1.0 0.0 0.0 0.9 Total Truck %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.1 0.0 0.0 1.1 0.0 1.0 1.8 0.0 1.1 Total %0.1 0.0 0.1 0.0 0.1 3.2 0.0 2.6 0.0 5.8 6.6 49.4 0.0 0.0 56.0 0.1 34.0 4.0 0.0 38.0 100.0 PHF 0.50 0.50 0.50 0.79 0.79 0.79 0.88 0.88 0.88 0.97 0.97 0.97 0.91 RT TH LT U 1 0 1 0 1RT479TH56LT0UU0LT0TH696RT930 37 0 45 U LT TH RT Agency/Company:Sanbell INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By:Stormy Waggoner E Main St & Haggerty Ln North/South Street:Haggerty Lane East Main Street Date Performed:Thursday, June 12, 2025 City of Bozeman, MT / MDT Count Time Period:PM Peak Hour (4:45 - 5:45 PM) Project Number:250389 Haggerty Lane Due Diligence East/West Street:East Main StreetOut517Vehicle Volumes and Adjustments Auto Stop Driveway Haggerty Lane East Main Street East Main Street Southbound Northbound Eastbound Westbound In789742OutAuto Stop Driveway In Out 2 1 Haggerty Lane 536InEast Main StreetTotal Entering 1409 149 82 Out In NNNNN 1300 North Transtech Way | Billings, Montana 59102 | Phone 406.656.5255 | Fax 406.656.0967 | www.sanbell.com E M A I N S T 1 HAGGERTY LNHIGHLAND BLVDT&C ACCESS AM Peak Hour PM Peak Hour 2025 AADT LOS A (A)LOS AM (PM) KEY XX (XX) [XX] [14, 1 6 4 ][2,696]11 70 (57) 0 (0) (1) 0 (1) 0 (0) 2 (837) 347 (95) 57 65 (66) 2 (0) 850 (498) 48 (62) (0) 0 62 (97) 0 (0) (0) 0 (1) 0 (2) 2 (811) 332 (150) 83 92 (69) 2 (1) 773 (496) 49 (95) (1) 1 2016 VOLUMES 2023 VOLUMES LOS A (A) APPROACH: A (A) A (A) A (A) A (B) APPROACH: A (D) (B) (E) (A)A A A APPROACH: (A) A (A) B (A) A (A) A APPROACH: D (F) E A A (F) (A) (B) LOS A (B) APPROACH: A (A) A (A) A (A) A (B) APPROACH: E (D) (A)(A) (D) A A E APPROACH: (A) A (A) A (A) A (A) A APPROACH: D (F) D A D (F) (A) (F) 1 2025 VOLUMES 39 (37) 0 (0) (0) 0 (1) 0 (0) 2 (696) 340 (93) 39 60 (56) 3 (1) 639 (479) 30 (45) (1) 0 LOS A (A) APPROACH: A (A) A (A) A (A) A (B) APPROACH: (A) A (A) A (A) A (A) A APPROACH: A (C) (A)(A) (D) A A A APPROACH: C (D) D A A(E) (A) (B) [1 3 , 7 4 4 ] 1 42 (40) 0 (0) (0) 0 (1) 0 (0) 2 (713) 352 (95) 53 74 (60) 3 (1) 646 (488) 33 (46) (1) 0 LOS A (A) APPROACH: A (A) A (A) A (A) A (B) E M A I N S T 1 HAGGERTY LNHIGHLAND BLVDT&C ACCESS APPROACH: (A) A (A) A (A) A (A) A AM Peak Hour PM Peak Hour LOS A (A)LOS AM (PM) KEY XX (XX) FUTURE (2026)1 35 (34) 0 (0) (0) 0 (1) 0 (0) 2 (710) 347 (81) 34 51 (50) 3 (1) 652 (489) 28 (39) (1) 0 LOS A (A) APPROACH: A (A) A (A) A (A) A (B) APPROACH: (A) A (A) A (A) A (A) A FUTURE (2030) APPROACH: A (C) (A)(A) (D)A A A APPROACH: C (D) D A A (F) (A) (B) APPROACH: A (C) (A)(A) (D) A A A APPROACH: C (D) C A A(E) (A) (B) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 18.8 C 1 28.1 D 2 SB 0.0 A 0 18.6 C 1 EB 0.1 A 0 0.0 A 0 WB 0.7 A 1 1.1 A 1 Intersection 2.0 A --2.3 A -- Intersection Control Two-Way Stop-Control (NB/SB) Main Street & Haggerty Lane Intersection Approach Existing (2025) AM Peak PM Peak 0.259Volume to Capacity (v/c): DLevel Of Service: 25.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 37437039340200046060Total Analysis Volume [veh/h] 1186171085100012015Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86000.86000.86001.00001.00001.00001.00001.00001.00000.65000.65000.6500Peak Hour Factor 36396039340200030039Total 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 0.003.400.002.605.300.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 36396039340200030039Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/7/20251Scenario 1: 1 Existing AM Version 2023 (SP 0-9) Generated with DIntersection LOS 1.99d_I, Intersection Delay [s/veh] AACCApproach LOS 0.700.0521.8718.83d_A, Approach Delay [s/veh] 0.000.004.680.000.040.080.000.000.004.4125.0525.0595th-Percentile Queue Length [ft/ln] 0.000.000.190.000.000.000.000.000.000.181.001.0095th-Percentile Queue Length [veh/ln] AAAAAABDDADDMovement LOS 0.000.008.210.000.009.1310.7127.5427.379.6132.3325.89d_M, Delay for Movement [s/veh] 0.000.010.060.000.000.000.000.000.000.060.000.26V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/7/20252Scenario 1: 1 Existing AM Version 2023 (SP 0-9) Generated with 0.361Volume to Capacity (v/c): ELevel Of Service: 47.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoYesNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 149458106791010157047Total Analysis Volume [veh/h] 01231426198000014012Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.97000.97000.97000.88000.88000.88001.00001.00001.00000.79000.79000.7900Peak Hour Factor 14795693696010145037Total 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 2.001.001.801.101.102.002.002.002.000.002.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14795693696010145037Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/7/20251Scenario 2: 2 Existing PM Version 2023 (SP 0-9) Generated with EIntersection LOS 2.28d_I, Intersection Delay [s/veh] AACDApproach LOS 1.070.0018.6028.08d_A, Approach Delay [s/veh] 0.000.006.230.000.000.000.570.570.578.4037.0437.0495th-Percentile Queue Length [ft/ln] 0.000.000.250.000.000.000.020.020.020.341.481.4895th-Percentile Queue Length [veh/ln] AABAAAAEDBFEMovement LOS 0.000.0010.170.000.008.389.8937.6827.3112.1150.0847.45d_M, Delay for Movement [s/veh] 0.000.000.080.000.010.000.000.000.010.100.000.36V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/7/20252Scenario 2: 2 Existing PM Version 2023 (SP 0-9) Generated with Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 21.1 C 2 31.8 D 2 SB 0.0 A 0 19.2 C 1 EB 0.1 A 0 0.0 A 0 WB 0.9 A 1 1.1 A 1 Intersection 2.3 A --2.6 A -- Main Street & Haggerty Lane Intersection Approach Future (2026) AM Peak PM Peak Intersection Control Two-Way Stop-Control (NB/SB) 0.313Volume to Capacity (v/c): DLevel Of Service: 30.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 37518653352200051065Total Analysis Volume [veh/h] 1188221388100013016Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86000.86000.86001.00001.00001.00001.00001.00001.00000.65000.65000.6500Peak Hour Factor 36467453352200033042Total 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 0.003.400.002.605.300.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 36467453352200033042Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/14/20251Scenario 9: 9 Future (2026) AM Version 2023 (SP 0-9) Generated with DIntersection LOS 2.33d_I, Intersection Delay [s/veh] AACCApproach LOS 0.850.0523.5321.09d_A, Approach Delay [s/veh] 0.000.005.970.000.040.080.000.000.005.0231.8331.8395th-Percentile Queue Length [ft/ln] 0.000.000.240.000.000.000.000.000.000.201.271.2795th-Percentile Queue Length [veh/ln] AAAAAABDDAEDMovement LOS 0.000.008.340.000.009.1610.7530.0929.759.7436.9229.99d_M, Delay for Movement [s/veh] 0.000.010.070.000.000.000.000.000.000.060.000.31V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/14/20252Scenario 9: 9 Future (2026) AM Version 2023 (SP 0-9) Generated with 0.417Volume to Capacity (v/c): FLevel Of Service: 54.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 150362108810020258051Total Analysis Volume [veh/h] 01261527203010115013Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.97000.97000.97000.88000.88000.88000.50000.50000.50000.79000.79000.7900Peak Hour Factor 14886095713010146040Total 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 0.001.001.801.101.100.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14886095713010146040Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/14/20251Scenario 10: 10 Future (2026) PM Version 2023 (SP 0-9) Generated with FIntersection LOS 2.62d_I, Intersection Delay [s/veh] AACDApproach LOS 1.130.0019.1831.81d_A, Approach Delay [s/veh] 0.000.006.830.000.000.001.181.181.188.7144.7044.7095th-Percentile Queue Length [ft/ln] 0.000.000.270.000.000.000.050.050.050.351.791.7995th-Percentile Queue Length [veh/ln] AABAAAAEDBFFMovement LOS 0.000.0010.310.000.008.3610.0039.2028.3612.2556.1354.05d_M, Delay for Movement [s/veh] 0.000.010.080.000.010.000.000.000.010.100.000.42V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/14/20252Scenario 10: 10 Future (2026) PM Version 2023 (SP 0-9) Generated with Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) NB 17.9 C 1 27.6 D 2 SB 0.0 A 0 18.4 C 1 EB 0.1 A 0 0.0 A 0 WB 0.6 A 1 1.0 A 1 Intersection 1.7 A --2.0 A -- Main Street & Haggerty Lane Intersection Approach Future (2030) AM Peak PM Peak Intersection Control Two-Way Stop-Control (NB/SB) 0.227Volume to Capacity (v/c): CLevel Of Service: 24.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 37585934347200043054Total Analysis Volume [veh/h] 119015987100011013Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.86000.86000.86001.00001.00001.00001.00001.00001.00000.65000.65000.6500Peak Hour Factor 36525134347200028035Total 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 0.003.400.002.605.300.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 36525134347200028035Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/14/20251Scenario 7: 7 Future (2030) AM Version 2023 (SP 0-9) Generated with CIntersection LOS 1.72d_I, Intersection Delay [s/veh] AACCApproach LOS 0.590.0521.6317.91d_A, Approach Delay [s/veh] 0.000.003.910.000.040.080.000.000.004.1221.2521.2595th-Percentile Queue Length [ft/ln] 0.000.000.160.000.000.000.000.000.000.160.850.8595th-Percentile Queue Length [veh/ln] AAAAAABDDADCMovement LOS 0.000.008.190.000.009.1910.7827.1726.949.6031.0924.53d_M, Delay for Movement [s/veh] 0.000.010.050.000.000.000.000.000.000.050.000.23V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/14/20252Scenario 7: 7 Future (2030) AM Version 2023 (SP 0-9) Generated with 0.329Volume to Capacity (v/c): ELevel Of Service: 45.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: E Main Street & Haggerty Lane Intersection Level Of Service Report NoNoNoNoCrosswalk 0.000.000.000.00Grade [%] 40.0040.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.0030.00100.00100.00Entry Pocket Length [ft] 001000000100No. 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 E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Intersection Setup 0000Pedestrian Volume [ped/h] 15045292807020249043Total Analysis Volume [veh/h] 01261323202010112011Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.97000.97000.97000.88000.88000.88000.50000.50000.50000.79000.79000.7900Peak Hour Factor 14895081710010139034Total 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 0.001.001.801.101.100.000.000.000.000.000.000.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14895081710010139034Base Volume Input [veh/h] E Main StreetE Main StreetAutoStop DrivewayHaggerty LaneName Volumes 8/14/20251Scenario 8: 8 Future (2030) PM Version 2023 (SP 0-9) Generated with EIntersection LOS 2.03d_I, Intersection Delay [s/veh] AACDApproach LOS 0.950.0018.3827.64d_A, Approach Delay [s/veh] 0.000.005.550.000.000.001.111.111.117.1332.8132.8195th-Percentile Queue Length [ft/ln] 0.000.000.220.000.000.000.040.040.040.291.311.3195th-Percentile Queue Length [veh/ln] AABAAAAEDBEEMovement LOS 0.000.0010.140.000.008.369.9836.9026.7812.0147.6845.45d_M, Delay for Movement [s/veh] 0.000.010.070.000.010.000.000.000.010.090.000.33V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings 8/14/20252Scenario 8: 8 Future (2030) PM Version 2023 (SP 0-9) Generated with Future Volumes (2030) x x x x x x x x x x x x x x x x x x x x x x x x ------ Yes No x x xSignals 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 TRAFFIC SIGNAL WARRANTS 8. Roadway Network Existing Volumes (2025)Future Volumes (2026) Haggerty Ln & Main St Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) Hour Begin EB WB NB SB 0:00 34 26 3 0 60 3 1:00 16 18 2 0 34 2 2:00 14 5 0 0 19 0 3:00 16 3 2 0 19 2 4:00 23 22 4 0 45 4 5:00 67 129 15 0 196 15 6:00 145 285 25 0 430 25 7:00 311 576 49 0 887 49 8:00 394 644 53 1 1038 53 9:00 367 469 61 1 836 61 10:00 427 475 50 4 902 50 11:00 472 433 74 0 905 74 12:00 471 475 64 0 946 64 13:00 526 399 60 0 925 60 14:00 514 460 56 0 974 56 15:00 599 392 53 4 991 53 16:00 686 467 70 1 1153 70 17:00 775 526 65 2 1301 65 18:00 441 368 62 5 809 62 19:00 321 256 46 1 577 46 20:00 244 179 38 1 423 38 21:00 192 112 38 0 304 38 22:00 121 75 53 1 196 53 23:00 64 37 34 0 101 34 TOTAL 7240 6831 977 21 14071 977 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 7 Warrant 1 Satisfied?No 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: 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? Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2026) Hour Begin EB WB NB SB 0:00 43 32 4 0 75 4 1:00 20 23 2 0 43 2 2:00 18 6 0 0 24 0 3:00 20 4 2 0 24 2 4:00 29 27 5 0 56 5 5:00 83 158 19 0 241 19 6:00 180 349 33 0 529 33 7:00 386 707 64 0 1093 64 8:00 489 790 69 1 1279 69 9:00 456 575 79 1 1031 79 10:00 530 584 65 4 1114 65 11:00 586 531 96 0 1117 96 12:00 585 583 83 0 1168 83 13:00 653 490 78 0 1143 78 14:00 638 565 74 0 1203 74 15:00 744 481 69 4 1225 69 16:00 851 573 92 1 1424 92 17:00 962 646 85 2 1608 85 18:00 547 452 81 5 999 81 19:00 398 314 60 1 712 60 20:00 302 220 49 1 522 49 21:00 238 138 49 0 376 49 22:00 150 92 69 1 242 69 23:00 79 45 45 0 124 45 TOTAL 8987 8385 1272 21 17372 1272 Condition A - Minimum Vehicular Volume (100% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 7 Combination of Conditions A & B (80% Columns): No 0 Yes 12 Warrant 1 Satisfied?No Date: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Higher Volume Minor Approach Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): 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? 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) Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) Hour Begin EB WB NB SB 0:00 41 31 4 0 72 4 1:00 19 22 2 0 41 2 2:00 17 6 0 0 23 0 3:00 19 4 2 0 23 2 4:00 28 26 5 0 54 5 5:00 80 155 16 0 235 16 6:00 174 342 28 0 516 28 7:00 373 692 54 0 1065 54 8:00 473 774 59 1 1247 59 9:00 441 564 67 1 1005 67 10:00 512 572 55 4 1084 55 11:00 566 520 81 0 1086 81 12:00 565 571 70 0 1136 70 13:00 631 480 66 0 1111 66 14:00 616 554 62 0 1170 62 15:00 718 471 59 4 1189 59 16:00 822 562 77 1 1384 77 17:00 929 633 72 2 1562 72 18:00 529 443 68 5 972 68 19:00 384 308 50 1 692 50 20:00 292 215 41 1 507 41 21:00 230 135 41 0 365 41 22:00 144 91 59 1 235 59 23:00 76 44 38 0 120 38 TOTAL 8679 8215 1076 21 16894 1076 Condition A - Minimum Vehicular Volume (100% Columns):Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 2 Combination of Conditions A & B (80% Columns): No 0 Yes 8 Warrant 1 Satisfied?No 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? 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) Higher Volume Minor Approach Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Date: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) Hour Begin EB WB NB SB 0:00 34 26 3 0 60 3 1:00 16 18 2 0 34 2 2:00 14 5 0 0 19 0 3:00 16 3 2 0 19 2 4:00 23 22 4 0 45 4 5:00 67 129 15 0 196 15 6:00 145 285 25 0 430 25 7:00 311 576 49 0 887 49 8:00 394 644 53 1 1038 53 9:00 367 469 61 1 836 61 10:00 427 475 50 4 902 50 11:00 472 433 74 0 905 74 12:00 471 475 64 0 946 64 13:00 526 399 60 0 925 60 14:00 514 460 56 0 974 56 15:00 599 392 53 4 991 53 16:00 686 467 70 1 1153 70 17:00 775 526 65 2 1301 65 18:00 441 368 62 5 809 62 19:00 321 256 46 1 577 46 20:00 244 179 38 1 423 38 21:00 192 112 38 0 304 38 22:00 121 75 53 1 196 53 23:00 64 37 34 0 101 34 TOTAL 7240 6831 977 21 14071 977 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hr) Warrant 2 Satisfied?No 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) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2026) Hour Begin EB WB NB SB 0:00 43 32 4 0 75 4 1:00 20 23 2 0 43 2 2:00 18 6 0 0 24 0 3:00 20 4 2 0 24 2 4:00 29 27 5 0 56 5 5:00 83 158 19 0 241 19 6:00 180 349 33 0 529 33 7:00 386 707 64 0 1093 64 8:00 489 790 69 1 1279 69 9:00 456 575 79 1 1031 79 10:00 530 584 65 4 1114 65 11:00 586 531 96 0 1117 96 12:00 585 583 83 0 1168 83 13:00 653 490 78 0 1143 78 14:00 638 565 74 0 1203 74 15:00 744 481 69 4 1225 69 16:00 851 573 92 1 1424 92 17:00 962 646 85 2 1608 85 18:00 547 452 81 5 999 81 19:00 398 314 60 1 712 60 20:00 302 220 49 1 522 49 21:00 238 138 49 0 376 49 22:00 150 92 69 1 242 69 23:00 79 45 45 0 124 45 TOTAL 8987 8385 1272 21 17372 1272 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (2 hrs) Warrant 2 Satisfied?No Minor Street (Approach Lanes): Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Higher Volume Minor Approach Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) Hour Begin EB WB NB SB 0:00 41 31 4 0 72 4 1:00 19 22 2 0 41 2 2:00 17 6 0 0 23 0 3:00 19 4 2 0 23 2 4:00 28 26 5 0 54 5 5:00 80 155 16 0 235 16 6:00 174 342 28 0 516 28 7:00 373 692 54 0 1065 54 8:00 473 774 59 1 1247 59 9:00 441 564 67 1 1005 67 10:00 512 572 55 4 1084 55 11:00 566 520 81 0 1086 81 12:00 565 571 70 0 1136 70 13:00 631 480 66 0 1111 66 14:00 616 554 62 0 1170 62 15:00 718 471 59 4 1189 59 16:00 822 562 77 1 1384 77 17:00 929 633 72 2 1562 72 18:00 529 443 68 5 972 68 19:00 384 308 50 1 692 50 20:00 292 215 41 1 507 41 21:00 230 135 41 0 365 41 22:00 144 91 59 1 235 59 23:00 76 44 38 0 120 38 TOTAL 8679 8215 1076 21 16894 1076 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Avg. Entering Volume Major Street Total (Both Approaches) Higher Volume Minor Approach Minor Street (Approach Lanes): Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) Category A:Peak Period:PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.56) High minor approach volume > 100 for peak hour?No (60) Total entering volume > 650 for peak hour?Yes (1387) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM 0.32High Minor Total Stopped Time Delay (hrs) Total Volume of Major Approaches (vehs) 1083 High Minor Approach Volume (vehs) 54 Total Entering Volume (vehs) 1137 High Minor Approach Volume (vehs) 60 Total Entering Volume (vehs) 1387 PM Peak Hour 4:45 - 5:45 PM 0.56 Total Volume of Major Approaches (vehs) 1325 High Minor Total Stopped Time Delay (hrs) Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2026) Category A:Peak Period:PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.68) High minor approach volume > 100 for peak hour?No (63) Total entering volume > 650 for peak hour?Yes (1422) 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) 59 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.40 Total Volume of Major Approaches (vehs) 1130 Total Entering Volume (vehs) 1189 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.68 Total Volume of Major Approaches (vehs) 1357 High Minor Approach Volume (vehs) 63 Total Entering Volume (vehs) 1422 Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) Category A:Peak Period:PM Total stopped time delay for minor approach > 4 veh-hrs?No (0.50) High minor approach volume > 100 for peak hour?No (54) Total entering volume > 650 for peak hour?Yes (1387) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Total Volume of Major Approaches (vehs) 1331 High Minor Approach Volume (vehs) 54 Total Entering Volume (vehs) 1387 Total Entering Volume (vehs) 1138 PM Peak Hour 4:45 - 5:45 PM High Minor Total Stopped Time Delay (hrs) 0.50 High Minor Approach Volume (vehs) 49 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:30 - 8:30 AM High Minor Total Stopped Time Delay (hrs) 0.27 Total Volume of Major Approaches (vehs) 1089 Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) 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 60 0 1:00 34 0 2:00 19 0 3:00 19 0 4:00 45 0 5:00 196 0 6:00 430 0 7:00 887 0 8:00 1038 0 9:00 836 0 10:00 902 0 11:00 905 0 12:00 946 0 13:00 925 0 14:00 974 0 15:00 991 0 16:00 1153 0 17:00 1301 0 18:00 809 0 19:00 577 0 For each of any 4 hours of an average day, do the plotted points 20:00 423 0 representing the vehicles per hour on the major street and the 21:00 304 0 corresponding pedestrians per hour crossing the major street fall above the 22:00 196 0 curve in Figure 4C-5?No 23:00 101 0 TOTAL 14,071 0 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (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 75 0 1:00 43 0 2:00 24 0 3:00 24 0 4:00 56 0 5:00 241 0 6:00 529 0 7:00 1093 0 8:00 1279 0 9:00 1031 0 10:00 1114 0 11:00 1117 0 12:00 1168 0 13:00 1143 0 14:00 1203 0 15:00 1225 0 16:00 1424 0 17:00 1608 0 18:00 999 0 19:00 712 0 For each of any 4 hours of an average day, do the plotted points 20:00 522 0 representing the vehicles per hour on the major street and the 21:00 376 0 corresponding pedestrians per hour crossing the major street fall above the 22:00 242 0 curve in Figure 4C-5?No 23:00 124 0 TOTAL 17,372 0 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) 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 72 0 1:00 41 0 2:00 23 0 3:00 23 0 4:00 54 0 5:00 235 0 6:00 516 0 7:00 1065 0 8:00 1247 0 9:00 1005 0 10:00 1084 0 11:00 1086 0 12:00 1136 0 13:00 1111 0 14:00 1170 0 15:00 1189 0 16:00 1384 0 17:00 1562 0 18:00 972 0 19:00 692 0 For each of any 4 hours of an average day, do the plotted points 20:00 507 0 representing the vehicles per hour on the major street and the 21:00 365 0 corresponding pedestrians per hour crossing the major street fall above the 22:00 235 0 curve in Figure 4C-5?No 23:00 120 0 TOTAL 16,894 0 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) 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?No 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: 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. General Information Agency/Company: Date: Project Number: Project Description: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (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?No 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?Yes 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) 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?No 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?Yes 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Existing (2025) 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. Yes 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 Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanbell 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (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. Yes 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 8/14/2025 250389 Haggerty Lane Due Diligence City of Bozeman 40 mph E Main St (2 lanes) Haggerty Ln (1 lane) Analysis Year/Case:Future (2030) 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. Yes 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