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HomeMy WebLinkAbout003 Traffic Study BOZEMAN GATEWAY PUD PHASE 4 APARTMENTS PRELIMINARY TRAFFIC IMPACT STUDY Prepared For Morrison-Maierle JANUARY 2021 Bozeman, Gallatin County, Montana PRELIMINARY Traffic Impact Study BOZEMAN GATEWAY PUD PHASE 4 APARTMENTS Bozeman, Gallatin County, Montana Prepared For Morrison-Maierle January 2021 Project No. 20-0100 619 Milestone Drive ● Belgrade, Montana 59714 ● (406) 209-3960 ● E5EngineeringPLLC@gmail.com 1 PRELIMINARY Traffic Impact Study - Bozeman Gateway PUD, Phase 4 Apartments January 2021 Executive Summary The proposed Bozeman Gateway Subdivision PUD, Phase 4 Apartments is located in Bozeman, Gallatin County Montana within the northwest quarter of Section 14, Township 2 South, Range 4 East, Principal Meridian of Montana. Generally, the site of the proposed development is located north of West Garfield Street and east of Harmon Stream Boulevard. At full build-out, the development is proposed to include 229 apartment units that are projected to generate an estimated 1,250 average weekday vehicular trips as well as 84 and 102 vehicular trips during the weekday, AM and PM peak hours. Known issues related to traffic in the area include the existing intersection of Huffine Lane (US Highway 191) and Fowler Avenue. In the past, this intersection has experienced longer average delays per vehicle on the northbound, Fowler Avenue approach particularly during weekday, PM peak periods. These longer delays result in queue lengths for left-turn movements on that approach exceeding the available queue storage. With continued development in the area, this trend is anticipated to continue. The Montana Department of Transportation (MDT) recently evaluated the intersection of Huffine Lane and Fowler Avenue for potential improvements as part of a protected left-turn phase study. In a memorandum dated August 5, 2019, MDT recommended not making any changes to the existing intersection geometrics or traffic signal phasing and timing. This study found that substandard traffic operations for the intersection of Huffine Lane (US Highway 191) and Fowler Avenue are estimated to be experienced during the weekday, PM peak hour based on continued background traffic growth in the area, excluding the addition of traffic generated by the proposed Bozeman Gateway Subdivision PUD, Phase 4 Apartments project. Traffic generate by the proposed development has a very minor impact to intersection traffic operations. It was found through mitigation analyses that intersection operations could be improved with the following modifications: ▪ Convert the southbound, Fowler Avenue approach to have (1) left-turn lane and (1) shared thru-right turn lane separated by a painted median; ▪ Modify the northbound, Fowler Avenue approach to have (2) left-turn lanes, (1) thru lane, and (1) right-turn lane; and ▪ Make slight reductions to the traffic signal cycle lengths for the AM and PM peak periods. Only one other study area intersection was identified as potentially experiencing substandard traffic operations with continued development in the area – the intersection of Fowler Avenue and Technology Boulevard West. The substandard operations are primarily related to the eastbound approach, which will serve the proposed hotel development on the west side of Fowler Avenue and north of Technology Boulevard West. Due to its proximity to the intersection of Huffine Lane (US Highway 191) and Fowler Avenue and that auxiliary turn lanes are already provided on each of the approaches at the intersection, no additional mitigation is recommended for the intersection of Fowler Avenue and Technology Boulevard West to address substandard traffic operations. A westerly future extension of Technology Boulevard West as well as West Garfield Street is anticipated to address any substandard traffic operations by providing an alternate route for vehicles in the area. Appendix A Level of Service Concepts, Analysis Methodologies, & Standards of Significance Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance | A-1 PRELIMINARY Traffic Impact Study - Bozeman Gateway PUD, Phase 4 Apartments January 2021 Unsignalized Intersection Level of Service The method presented in the Highway Capacity Manual, 6th Edition | A Guide for Multimodal Mobility Analysis (HCM) published by the Transportation Research Board (TRB) for evaluating unsignalized, stop-controlled intersections is based on the average total delay for each impeded movement. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. This time includes the time required for the vehicle to travel from the last-in-queue to the first-in-queue position. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. The resulting delay is used to determine the level of service as shown in Table A-1 below. Table A-1: Level of Service Criteria for Stop-Controlled Intersections Average Control Delay Level of Service (LOS)Characteristics 10 seconds A Little or no delay 10.0 15.0 seconds B Short traffic delay 15.0 25.0 seconds C Average traffic delay 25.0 35.0 seconds D Long traffic delays 35.0 50.0 seconds E Very long traffic delays > 50.0 seconds F When the demand exceeds the capacity of the lane, extreme delays will be encountered and queuing may cause severe congestion to the intersection. Source: Highway Capacity Manual, 6th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2016) Figure A-1: Control Delay and Flow Rate Source: Highway Capacity Manual 2000, Page 17-24 (Transportation Research Board, 2000) A-2 | Appendix A: Level of Service Concepts, Analysis Methodologies, & Standards of Significance PRELIMINARY Traffic Impact Study - Bozeman Gateway PUD, Phase 4 Apartments January 2021 Signalized Intersection Level of Service The operational analysis method for signalized intersections presented in the HCM defines level of service in terms of delay, or more specifically, control stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption, and lost travel time. The level of service criteria for signalized intersections is presented in Table A-2 below: Table A-2: Level of Service Criteria for Signalized Intersections Average Control Delay Level of Service (LOS)Characteristics 10 seconds A Operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. 10.0 20.0 seconds B Operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. 20.0 35.0 seconds C Operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. 35.0 55.0 seconds D Operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. 55.0 80.0 seconds E Considered being the limit of acceptable delay. Individual cycle failures are frequent occurrences. > 80.0 seconds F A condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay. Source: Highway Capacity Manual, 6th Edition | A Guide for Multimodal Mobility Analysis (Transportation Research Board, 2016) Appendix B Traffic Count Data Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 1 90 34 0 0 0 1252 80 5 0 0 0 8725 5 0 0 0 0 305 9 6 0 0 0 202627:15 AM 2 114 64 0 0 0 1802 103 6 0 1 0 11133 10 0 0 0 0 438 19 7 0 0 0 343687:30 AM 8 158 71 0 0 0 2370 137 8 0 0 0 14541 7 3 0 0 0 5116 19 8 0 0 0 434767:45 AM 5 225 108 0 0 0 3380 136 18 0 1 1 15459 27 5 0 0 0 9122 48 13 0 0 0 83666 1,7728:00 AM 8 197 51 0 0 0 2562 111 11 0 0 0 12434 23 1 0 0 0 5821 40 21 0 1 0 82520 2,0308:15 AM 6 191 77 0 0 1 2747 122 9 0 2 1 13842 20 5 0 0 1 6716 31 12 0 0 0 59538 2,2008:30 AM 7 170 62 0 0 0 2393 144 7 0 0 3 15449 13 2 0 0 0 6414 20 11 0 0 0 45502 2,2268:45 AM 10 185 69 0 0 1 2642 124 14 1 0 0 14156 13 1 0 2 1 7021 27 5 0 0 0 53528 2,088TOTALS 47 1,330 536 0 0 2 1,913 18 957 78 1 4 5 1,054 339 118 17 0 2 2 474 123 213 83 0 1 0 419 3,860SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 5 225 108 0 0 0 3380 136 18 0 1 1 15459 27 5 0 0 0 9122 48 13 0 0 0 836668:00 AM 8 197 51 0 0 0 2562 111 11 0 0 0 12434 23 1 0 0 0 5821 40 21 0 1 0 825208:15 AM 6 191 77 0 0 1 2747 122 9 0 2 1 13842 20 5 0 0 1 6716 31 12 0 0 0 595388:30 AM 7 170 62 0 0 0 2393 144 7 0 0 3 15449 13 2 0 0 0 6414 20 11 0 0 0 45502TOTALS 26 783 298 0 0 1 1,107 12 513 45 0 3 5 570 184 83 13 0 0 1 280 73 139 57 0 1 0 269 2,226PEAK HOURFACTOR0.81 0.87 0.69 0.00 0.00 0.25 0.82 0.43 0.89 0.63 0.00 0.38 0.42 0.93 0.78 0.77 0.65 0.00 0.00 0.25 0.77 0.83 0.72 0.68 0.00 0.25 0.00 0.81 0.84% HEAVYVEHICLES0.00%2.18%2.05%0.00%2.09%11.11%3.76%6.41%0.00%4.08%1.18%0.85%0.00%0.00%1.05%3.25%0.00%0.00%0.00%0.95%2.38%% BUSES& RVs0.00%0.15%0.37%0.00%0.21%0.00%0.73%5.13%0.00%1.04%0.29%0.85%0.00%0.00%0.42%3.25%0.00%0.00%0.00%0.95%0.54%5713973102645783513031529812184831301Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingFOWLER AVENUEFOWLER AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)HUFFINE LANE (US 191)HUFFINE LANE (US 191)WEEKDAY, AM PEAK PERIODHUFFINE LANE (US 191)HUFFINE LANE (US 191)FOWLER AVENUEFOWLER AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryHuffineLane(USHighway191)&FowlerAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'13.73" N | Longitude: 111d05'01.18" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-01D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+Fowler-Ave_20201117Page 1 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHuffineLane(USHighway191)&FowlerAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'13.73" N | Longitude: 111d05'01.18" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-01SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 9 195 58 0 0 0 2621 233 25 0 0 0 25987 31 4 0 0 0 12244 28 6 0 0 0 787214:15 PM 7 173 84 0 0 0 2644 185 18 0 0 0 20799 32 8 0 0 0 13921 28 8 0 1 0 576674:30 PM 4 179 79 0 0 0 2625 205 27 0 0 0 23780 32 7 0 0 0 11924 23 8 0 2 0 556734:45 PM 9 221 83 0 0 0 3137 213 21 0 5 0 24173 40 10 0 0 0 12322 12 6 0 0 0 40717 2,7785:00 PM 11 195 86 0 2 0 2925 212 16 1 4 1 234102 42 7 0 4 0 15128 28 8 0 0 0 64741 2,7985:15 PM 15 227 88 0 0 0 3307 242 23 0 0 2 272106 55 12 0 0 0 17320 22 4 0 0 2 46821 2,9525:30 PM 12 194 65 0 0 0 2714 228 15 0 0 0 24799 47 7 0 0 0 15318 28 6 0 0 0 52723 3,0025:45 PM 8 190 81 0 0 0 2799 167 13 0 0 1 18996 30 3 0 0 0 12921 17 6 0 0 0 44641 2,926TOTALS 75 1,574 624 0 2 0 2,273 42 1,685 158 1 9 4 1,886 742 309 58 0 4 0 1,109 198 186 52 0 3 2 436 5,704SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 9 221 83 0 0 0 3137 213 21 0 5 0 24173 40 10 0 0 0 12322 12 6 0 0 0 407175:00 PM 11 195 86 0 2 0 2925 212 16 1 4 1 234102 42 7 0 4 0 15128 28 8 0 0 0 647415:15 PM 15 227 88 0 0 0 3307 242 23 0 0 2 272106 55 12 0 0 0 17320 22 4 0 0 2 468215:30 PM 12 194 65 0 0 0 2714 228 15 0 0 0 24799 47 7 0 0 0 15318 28 6 0 0 0 52723TOTALS 47 837 322 0 2 0 1,206 23 895 75 1 9 3 994 380 184 36 0 4 0 600 88 90 24 0 0 2 202 3,002PEAK HOURFACTOR0.78 0.92 0.91 0.00 0.25 0.00 0.91 0.82 0.92 0.82 0.25 0.45 0.38 0.91 0.90 0.84 0.75 0.00 0.25 0.00 0.87 0.79 0.80 0.75 0.00 0.00 0.25 0.79 0.91% HEAVYVEHICLES1.33%1.65%0.48%0.00%1.32%0.00%1.66%3.80%0.00%1.80%0.81%0.32%0.00%0.00%0.63%3.03%1.08%3.85%0.00%2.29%1.42%% BUSES& RVs0.00%0.13%0.16%0.00%0.13%0.00%0.42%3.16%0.00%0.64%0.13%0.00%0.00%0.00%0.09%1.52%0.54%1.92%0.00%1.15%0.37%2490880247758378952903322233801843640Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYHUFFINE LANE (US 191)HUFFINE LANE (US 191)FOWLER AVENUEFOWLER AVENUEWEEKDAY, PM PEAK PERIODHUFFINE LANE (US 191)HUFFINE LANE (US 191)FOWLER AVENUEFOWLER AVENUED:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+Fowler-Ave_20201117Page 2 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONHOURLYSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM0 0 007 0 0 0 724 0 0 0 0 248 370 0 0 45767:15 AM0 0 009 0 0 0 942 0 0 0 0 4218 660 0 0 841357:30 AM0 0 0010 0 0 0 1045 0 0 0 0 458 790 0 0 871427:45 AM0 0 0114 0 0 0 1576 1 0 0 0 7725 1320 0 0 157249 6028:00 AM0 0 0015 0 0 0 1549 1 0 0 0 5018 740 0 0 92157 6838:15 AM0 1 0223 0 0 0 2542 2 0 0 0 4431 830 0 0 114183 7318:30 AM0 0 0123 0 0 0 2445 1 0 0 0 4615 680 0 0 83153 7428:45 AM0 0 0016 0 0 0 1649 0 0 0 0 4922 790 0 0 101166 659TOTALS0 1 0 4 117 0 0 0 121 372 5 0 0 0 377 145 618 0 0 0 763 1,261SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM0 0 0114 0 0 0 1576 1 0 0 0 7725 1320 0 0 1572498:00 AM0 0 0015 0 0 0 1549 1 0 0 0 5018 740 0 0 921578:15 AM0 1 0223 0 0 0 2542 2 0 0 0 4431 830 0 0 1141838:30 AM0 0 0123 0 0 0 2445 1 0 0 0 4615 680 0 0 83153TOTALS0 1 0 475 0 0 0 79 212 5 0 0 0 217 89 357 0 0 0 446 742PEAK HOURFACTOR0.00 0.25 0.00 0.50 0.82 0.00 0.00 0.00 0.79 0.70 0.63 0.00 0.00 0.00 0.70 0.72 0.68 0.00 0.00 0.00 0.71 0.74% HEAVYVEHICLES0.00%0.00%0.85%0.00%0.83%1.34%0.00%0.00%1.33%2.07%1.46%0.00%1.57%1.43%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.81%0.00%0.00%0.80%0.00%0.32%0.00%0.26%0.40%35789007500104212500Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingFOWLER AVENUEFOWLER AVENUEWest Side of Fowler AvenueWestbound (From the East)Northbound (From the South)Southbound (From the North)TECHNOLOGY BOULEVARD WESTWEEKDAY, AM PEAK PERIODTECHNOLOGY BOULEVARD WESTFOWLER AVENUEFOWLER AVENUEWest Side of Fowler AvenueWestbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryFowlerAvenue&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.64" N | Longitude: 111d04'58.19" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-02D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Fowler-Ave+Technology-Blvd-W_20201117Page 1 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryFowlerAvenue&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.64" N | Longitude: 111d04'58.19" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONHOURLYSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM0 0 0056 0 0 0 5674 1 0 0 0 7541 490 0 0 902214:15 PM0 0 0070 0 0 0 7068 2 0 0 0 7052 660 0 0 1182584:30 PM0 0 0068 0 0 0 6849 1 0 0 0 5034 690 0 0 1032214:45 PM0 0 0058 0 0 0 5868 3 0 0 0 7145 560 0 0 101230 9305:00 PM0 0 0066 1 0 0 6780 5 0 0 0 8559 660 0 0 125277 9865:15 PM0 0 0078 1 0 0 7994 2 0 0 0 9655 640 0 0 119294 1,0225:30 PM0 0 0375 0 0 0 7879 1 0 0 0 8047 530 0 0 100258 1,0595:45 PM0 0 0075 0 0 0 7562 2 0 0 0 6442 610 0 0 103242 1,071TOTALS0 0 0 3 546 2 0 0 551 574 17 0 0 0 591 375 484 0 0 0 859 2,001SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM0 0 0066 1 0 0 6780 5 0 0 0 8559 660 0 0 1252775:15 PM0 0 0078 1 0 0 7994 2 0 0 0 9655 640 0 0 1192945:30 PM0 0 0375 0 0 0 7879 1 0 0 0 8047 530 0 0 1002585:45 PM0 0 0075 0 0 0 7562 2 0 0 0 6442 610 0 0 103242TOTALS0 0 0 3 294 2 0 0 299 315 10 0 0 0 325 203 244 0 0 0 447 1,071PEAK HOURFACTOR0.00 0.00 0.00 0.25 0.94 0.50 0.00 0.00 0.95 0.84 0.50 0.00 0.00 0.00 0.85 0.86 0.92 0.00 0.00 0.00 0.89 0.91% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.87%0.00%0.00%0.85%0.00%0.62%0.00%0.35%0.40%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.17%0.00%0.00%0.17%0.00%0.41%0.00%0.23%0.15%24420300294000033151000Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingWest Side of Fowler AvenueWestbound (From the East)Northbound (From the South)Southbound (From the North)West Side of Fowler AvenueWestbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTECHNOLOGY BOULEVARD WESTFOWLER AVENUEFOWLER AVENUEWEEKDAY, PM PEAK PERIODTECHNOLOGY BOULEVARD WESTFOWLER AVENUEFOWLER AVENUED:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Fowler-Ave+Technology-Blvd-W_20201117Page 2 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 0 380 0 0 3822 4 0 0 0 260 0 040 0 0 0 4687:15 AM 0 620 0 0 6241 4 0 0 0 450 0 011 0 0 0 21097:30 AM 0 790 0 0 7945 6 0 0 0 510 0 030 0 0 0 31337:45 AM 0 1280 0 0 12872 3 0 0 0 750 0 090 0 0 0 9212 5228:00 AM 0 780 0 0 7851 6 0 0 0 570 0 050 0 0 0 5140 5948:15 AM 0 830 0 0 8341 10 0 0 0 510 1 011 0 0 0 2136 6218:30 AM 1 630 0 0 6451 14 0 0 0 650 0 070 0 0 0 7136 6248:45 AM 0 820 0 0 8250 12 0 0 0 620 0 080 0 0 0 8152 564TOTALS 1 613 0 0 0 614 373 59 0 0 0 4320 1 0 382 0 0 0 40 1,086SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 0 1280 0 0 12872 3 0 0 0 750 0 090 0 0 0 92128:00 AM 0 780 0 0 7851 6 0 0 0 570 0 050 0 0 0 51408:15 AM 0 830 0 0 8341 10 0 0 0 510 1 011 0 0 0 21368:30 AM 1 630 0 0 6451 14 0 0 0 650 0 070 0 0 0 7136TOTALS 1 352 0 0 0 353 215 33 0 0 0 2480 1 0 221 0 0 0 23 624PEAK HOURFACTOR0.25 0.69 0.00 0.00 0.00 0.69 0.75 0.59 0.00 0.00 0.00 0.830.00 0.25 0.00 0.61 0.25 0.00 0.00 0.00 0.64 0.74% HEAVYVEHICLES0.00%1.14%0.00%1.14%1.34%5.08%0.00%1.85%0.00%5.26%0.00%0.00%5.00%1.57%% BUSES& RVs0.00%0.33%0.00%0.33%0.80%0.00%0.00%0.69%0.00%0.00%0.00%0.00%0.00%0.46%12200133352215000001Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingHARMON STREAM BOULEVARDEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEST GARFIELD STREETWEST GARFIELD STREETWEEKDAY, AM PEAK PERIODWEST GARFIELD STREETWEST GARFIELD STREETHARMON STREAM BOULEVARDEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryWestGarfieldStreet&HarmonStreamBoulevardBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.64" N | Longitude: 111d04'58.19" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-03D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-Garfield-St+Harmon-Stream-Blvd_20201117Page 1 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryWestGarfieldStreet&HarmonStreamBoulevardBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.64" N | Longitude: 111d04'58.19" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-03SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 0 470 0 0 4772 16 0 0 0 880 0 0140 0 0 0 141494:15 PM 0 630 0 0 6358 18 0 0 0 760 0 0151 0 0 0 161554:30 PM 0 670 0 0 6746 12 0 0 0 580 0 0121 0 0 0 131384:45 PM 0 580 0 0 5861 16 0 0 0 770 0 0172 0 0 0 19154 5965:00 PM 1 570 0 0 5882 27 0 0 0 1090 0 0151 0 0 0 16183 6305:15 PM 0 650 0 0 6582 33 0 0 0 1150 0 0190 0 0 0 19199 6745:30 PM 1 530 0 0 5476 8 0 0 0 840 0 0210 0 0 0 21159 6955:45 PM 1 610 0 0 6260 12 0 0 0 720 0 0110 0 0 0 11145 686TOTALS 3 471 0 0 0 474 537 142 0 0 0 6790 0 0 124 5 0 0 0 129 1,282SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 0 580 0 0 5861 16 0 0 0 770 0 0172 0 0 0 191545:00 PM 1 570 0 0 5882 27 0 0 0 1090 0 0151 0 0 0 161835:15 PM 0 650 0 0 6582 33 0 0 0 1150 0 0190 0 0 0 191995:30 PM 1 530 0 0 5476 8 0 0 0 840 0 0210 0 0 0 21159TOTALS 2 233 0 0 0 235 301 84 0 0 0 3850 0 0 723 0 0 0 75 695PEAK HOURFACTOR0.50 0.90 0.00 0.00 0.00 0.90 0.92 0.64 0.00 0.00 0.00 0.840.00 0.00 0.00 0.86 0.38 0.00 0.00 0.00 0.89 0.87% HEAVYVEHICLES0.00%0.64%0.00%0.63%0.37%0.00%0.00%0.29%0.00%0.00%0.00%0.00%0.00%0.39%% BUSES& RVs0.00%0.21%0.00%0.21%0.19%0.00%0.00%0.15%0.00%0.00%0.00%0.00%0.00%0.16%37200284233301000000Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)Eastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYWEST GARFIELD STREETWEST GARFIELD STREETHARMON STREAM BOULEVARDWEEKDAY, PM PEAK PERIODWEST GARFIELD STREETWEST GARFIELD STREETHARMON STREAM BOULEVARDD:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-Garfield-St+Harmon-Stream-Blvd_20201117Page 2 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 21 0 0 0 30 0 04 20 0 0 62 3 0 0 0 5147:15 AM 30 0 0 0 30 0 03 00 0 0 33 6 0 0 0 9157:30 AM 01 0 0 0 10 0 04 60 0 0 101 2 0 0 0 3147:45 AM 61 0 0 0 70 0 05 40 0 0 92 9 0 0 0 1127 708:00 AM 21 0 0 0 30 0 02 20 0 0 44 14 0 0 0 1825 818:15 AM 24 0 0 0 60 0 04 00 0 0 43 5 0 0 0 818 848:30 AM 54 0 0 0 90 0 02 10 0 0 35 10 0 0 0 1527 978:45 AM 62 0 0 0 80 0 07 30 0 0 1010 5 0 0 0 1533 103TOTALS 26 14 0 0 0 400 0 0 31 180 0 0 49 30 54 0 0 0 84 173SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 21 0 0 0 30 0 02 20 0 0 44 14 0 0 0 18258:15 AM 24 0 0 0 60 0 04 00 0 0 43 5 0 0 0 8188:30 AM 54 0 0 0 90 0 02 10 0 0 35 10 0 0 0 15278:45 AM 62 0 0 0 80 0 07 30 0 0 1010 5 0 0 0 1533TOTALS 15 11 0 0 0 260 0 0 15 60 0 0 21 22 34 0 0 0 56 103PEAK HOURFACTOR0.63 0.69 0.00 0.00 0.00 0.720.00 0.00 0.00 0.54 0.50 0.00 0.00 0.00 0.53 0.55 0.61 0.00 0.00 0.00 0.78 0.78% HEAVYVEHICLES3.85%0.00%0.00%2.50%0.00%6.45%0.00%0.00%4.08%0.00%5.56%0.00%3.57%3.47%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3422001500001115600Intersection Turning Movement Count SummaryHarmonStreamBoulevard&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-01Eastbound (From the West)East Side of Harmon Stream BoulevardNorthbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODTECHNOLOGY BOULEVARD WESTHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDEastbound (From the West)East Side of Harmon Stream BoulevardNorthbound (From the South)Southbound (From the North)TECHNOLOGY BOULEVARD WESTTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingD:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Technology-Blvd-W_20201118Page 1 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHarmonStreamBoulevard&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-01SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 151 0 0 0 160 0 010 30 0 0 133 22 0 0 0 25544:15 PM 166 0 0 0 220 0 010 70 0 0 177 17 0 0 0 24634:30 PM 89 0 1 0 171 0 013 100 0 0 2310 17 0 0 0 27674:45 PM 93 0 0 0 120 0 07 40 0 0 119 9 0 0 0 1841 2255:00 PM 126 0 0 0 180 0 016 60 0 0 227 15 1 0 0 2363 2345:15 PM 97 0 0 0 160 0 012 60 0 0 184 10 0 0 0 1448 2195:30 PM 115 0 0 0 160 0 011 20 0 0 136 20 0 0 0 2655 2075:45 PM 510 0 0 0 150 0 011 80 0 0 197 33 0 0 0 4074 240TOTALS 85 47 0 1 0 1321 0 0 90 460 0 0 136 53 143 1 0 0 197 465SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 126 0 0 0 180 0 016 60 0 0 227 15 1 0 0 23635:15 PM 97 0 0 0 160 0 012 60 0 0 184 10 0 0 0 14485:30 PM 115 0 0 0 160 0 011 20 0 0 136 20 0 0 0 26555:45 PM 510 0 0 0 150 0 011 80 0 0 197 33 0 0 0 4074TOTALS 37 28 0 0 0 650 0 0 50 220 0 0 72 24 78 1 0 0 103 240PEAK HOURFACTOR0.77 0.70 0.00 0.00 0.00 0.900.00 0.00 0.00 0.78 0.69 0.00 0.00 0.00 0.82 0.86 0.59 0.25 0.00 0.00 0.64 0.81% HEAVYVEHICLES1.18%0.00%0.00%0.76%0.00%0.00%2.17%0.00%0.74%0.00%0.00%0.00%0.00%0.43%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%78240037000028502200HARMON STREAM BOULEVARDHARMON STREAM BOULEVARDWEEKDAY, PM PEAK PERIODTECHNOLOGY BOULEVARD WESTHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDTotal Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)East Side of Harmon Stream BoulevardNorthbound (From the South)Southbound (From the North)Eastbound (From the West)East Side of Harmon Stream BoulevardNorthbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTECHNOLOGY BOULEVARD WESTD:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Technology-Blvd-W_20201118Page 2 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 3 0 2 0 0 0 50 0 0 0 0 0 01 3 0 0 0 0 40 3 2 0 0 0 5147:15 AM 5 1 1 0 0 0 70 0 0 0 0 0 00 2 1 0 0 0 30 8 5 0 0 0 13237:30 AM 3 1 0 0 0 0 40 0 0 0 0 0 01 3 0 0 0 0 40 4 8 1 2 0 13217:45 AM 8 0 0 0 0 0 81 0 0 0 0 0 12 8 1 0 0 0 110 10 10 0 0 0 2040 988:00 AM 4 0 1 0 0 0 51 1 0 0 0 0 20 4 0 0 0 0 40 16 11 0 0 0 2738 1228:15 AM 7 0 2 0 0 0 90 0 0 0 0 0 00 2 0 0 0 0 20 6 12 0 0 0 1829 1288:30 AM 13 0 2 0 0 0 150 0 0 0 0 0 01 4 1 0 0 0 60 13 12 0 0 0 2546 1538:45 AM 17 0 5 0 0 0 220 0 0 0 0 0 01 8 0 0 0 0 92 10 11 0 0 0 2354 167TOTALS 60 2 13 0 0 0 75 2 1 0 0 0 0 3 6 34 3 0 0 0 43 2 70 71 1 2 0 144 265SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 4 0 1 0 0 0 51 1 0 0 0 0 20 4 0 0 0 0 40 16 11 0 0 0 27388:15 AM 7 0 2 0 0 0 90 0 0 0 0 0 00 2 0 0 0 0 20 6 12 0 0 0 18298:30 AM 13 0 2 0 0 0 150 0 0 0 0 0 01 4 1 0 0 0 60 13 12 0 0 0 25468:45 AM 17 0 5 0 0 0 220 0 0 0 0 0 01 8 0 0 0 0 92 10 11 0 0 0 2354TOTALS 41 0 10 0 0 0 51 1 1 0 0 0 0 2 2 18 1 0 0 0 21 2 45 46 0 0 0 93 167PEAK HOURFACTOR0.60 0.00 0.50 0.00 0.00 0.00 0.58 0.25 0.25 0.00 0.00 0.00 0.00 0.25 0.50 0.56 0.25 0.00 0.00 0.00 0.58 0.25 0.70 0.96 0.00 0.00 0.00 0.86 0.77% HEAVYVEHICLES1.67%0.00%0.00%0.00%1.33%0.00%0.00%0.00%0.00%0.00%0.00%2.94%0.00%0.00%2.33%0.00%4.29%0.00%0.00%2.08%1.89%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%4645200410010000101218100Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)ROSAUERS / BANK OF BOZEMAN ACCESSACCESS DRIVEWAYWEEKDAY, AM PEAK PERIODROSAUERS / BANK OF BOZEMAN ACCESSACCESS DRIVEWAYHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryHarmonStreamBoulevard&Rosauers/BankofBozemanAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Rosauers-Access_20201118Page 1 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHarmonStreamBoulevard&Rosauers/BankofBozemanAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 11 0 3 0 1 0 140 0 0 0 0 0 02 14 1 0 0 0 171 21 24 0 1 0 46774:15 PM 15 2 4 0 0 0 210 0 1 0 0 0 13 18 2 0 0 0 232 21 25 0 0 0 48934:30 PM 11 0 6 0 0 0 171 0 1 0 0 0 21 17 2 0 0 0 200 18 22 0 1 0 40794:45 PM 13 0 5 0 2 0 180 1 0 0 0 0 11 13 0 0 0 1 143 13 24 0 0 0 4073 3225:00 PM 7 0 5 0 0 0 121 0 0 0 0 0 10 20 0 0 0 0 205 17 23 0 1 0 4578 3235:15 PM 19 0 3 0 0 0 223 0 0 0 0 0 33 12 0 0 0 0 151 8 20 0 1 0 2969 2995:30 PM 13 0 5 0 0 0 181 0 0 0 0 0 10 12 0 0 0 0 120 21 24 0 0 0 4576 2965:45 PM 7 3 5 0 0 0 153 0 0 0 0 0 32 8 3 0 0 0 131 32 20 0 0 0 5384 307TOTALS 96 5 36 0 3 0 137 9 1 2 0 0 0 12 12 114 8 0 0 1 134 13 151 182 0 4 0 346 629SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:15 PM 15 2 4 0 0 0 210 0 1 0 0 0 13 18 2 0 0 0 232 21 25 0 0 0 48934:30 PM 11 0 6 0 0 0 171 0 1 0 0 0 21 17 2 0 0 0 200 18 22 0 1 0 40794:45 PM 13 0 5 0 2 0 180 1 0 0 0 0 11 13 0 0 0 1 143 13 24 0 0 0 40735:00 PM 7 0 5 0 0 0 121 0 0 0 0 0 10 20 0 0 0 0 205 17 23 0 1 0 4578TOTALS 46 2 20 0 2 0 68 2 1 2 0 0 0 5 5 68 4 0 0 1 77 10 69 94 0 2 0 173 323PEAK HOURFACTOR0.77 0.25 0.83 0.00 0.25 0.00 0.81 0.50 0.25 0.50 0.00 0.00 0.00 0.63 0.42 0.85 0.50 0.00 0.00 0.25 0.84 0.50 0.82 0.94 0.00 0.50 0.00 0.90 0.87% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.88%12.50%0.00%1.49%0.00%0.00%0.00%0.00%0.00%0.32%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%94691020462212000202568401Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYROSAUERS / BANK OF BOZEMAN ACCESSACCESS DRIVEWAYHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDWEEKDAY, PM PEAK PERIODROSAUERS / BANK OF BOZEMAN ACCESSACCESS DRIVEWAYHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDD:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Rosauers-Access_20201118Page 2 of 2 | 12/31/2020 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONHOURLYSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM0 0 021 0 0 0 33 3 0 0 0 65 30 0 0 8177:15 AM0 0 062 0 0 0 84 3 0 0 0 78 70 0 0 15307:30 AM0 0 021 0 2 0 33 5 0 0 0 814 110 0 0 25367:45 AM0 0 094 0 0 0 1311 7 0 0 0 1814 100 0 0 2455 1388:00 AM0 0 0178 0 0 0 253 5 0 0 0 815 100 0 0 2558 1798:15 AM0 0 059 0 0 0 149 0 0 0 0 914 130 0 0 2750 1998:30 AM0 0 082 0 0 0 1013 4 0 0 0 179 170 0 0 2653 2168:45 AM0 0 079 0 0 0 1616 9 0 0 0 259 160 1 0 2566 227TOTALS0 0 0 56 36 0 2 0 92 62 36 0 0 0 98 88 870 1 0 175 365SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM0 0 0178 0 0 0 253 5 0 0 0 815 100 0 0 25588:15 AM0 0 059 0 0 0 149 0 0 0 0 914 130 0 0 27508:30 AM0 0 082 0 0 0 1013 4 0 0 0 179 170 0 0 26538:45 AM0 0 079 0 0 0 1616 9 0 0 0 259 160 1 0 2566TOTALS0 0 0 37 28 0 0 0 65 41 18 0 0 0 59 47 560 1 0 103 227PEAK HOURFACTOR0.00 0.00 0.00 0.54 0.78 0.00 0.00 0.00 0.65 0.64 0.50 0.00 0.00 0.00 0.59 0.78 0.82 0.00 0.25 0.00 0.95 0.86% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%3.23%0.00%0.00%2.04%0.00%3.45%0.00%1.71%1.37%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%56471028000037411800Intersection Turning Movement Count SummaryHarmonStreamBoulevard&JewelryStudio/NovaUrgentCareAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02West Side of Harmon Stream BoulevardWestbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODJEWELRY STUDIO / NOVA URGENT CARE ACCESSHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDWest Side of Harmon Stream BoulevardWestbound (From the East)Northbound (From the South)Southbound (From the North)JEWELRY STUDIO / NOVA URGENT CARE ACCESSTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Jewelry-Studio-Access_20201118Page 1 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHarmonStreamBoulevard&JewelryStudio/NovaUrgentCareAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'09.08" N | Longitude: 111d04'49.37" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONHOURLYSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM0 0 0197 0 0 0 2620 5 0 0 0 2512 260 1 0 38894:15 PM0 0 0115 0 0 0 1624 9 0 0 0 3314 380 0 0 521014:30 PM0 0 0126 0 0 0 1822 6 0 1 0 288 261 0 0 35814:45 PM0 0 075 0 0 0 1223 3 0 0 0 2610 340 2 0 4482 3535:00 PM0 0 0145 0 0 0 1917 10 0 1 0 2716 280 0 0 4490 3545:15 PM0 0 056 0 0 0 1125 6 0 1 0 3111 240 0 0 3577 3305:30 PM0 0 0169 0 0 0 2521 4 0 0 0 2512 300 0 0 4292 3415:45 PM0 0 0285 0 0 0 3313 4 0 0 0 179 250 0 0 3484 343TOTALS0 0 0 112 48 0 0 0 160 165 47 0 3 0 212 92 231 1 3 0 324 696SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.000 1.000 1.000INTERSECTIONSTART TIMEPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:15 PM0 0 0115 0 0 0 1624 9 0 0 0 3314 380 0 0 521014:30 PM0 0 0126 0 0 0 1822 6 0 1 0 288 261 0 0 35814:45 PM0 0 075 0 0 0 1223 3 0 0 0 2610 340 2 0 44825:00 PM0 0 0145 0 0 0 1917 10 0 1 0 2716 280 0 0 4490TOTALS0 0 0 44 21 0 0 0 65 86 28 0 2 0 114 48 126 1 2 0 175 354PEAK HOURFACTOR0.00 0.00 0.00 0.79 0.88 0.00 0.00 0.00 0.86 0.90 0.70 0.00 0.50 0.00 0.86 0.75 0.83 0.25 0.25 0.00 0.84 0.88% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.61%0.00%0.00%0.47%0.00%0.00%0.00%0.00%0.14%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%126482021000044862820JEWELRY STUDIO / NOVA URGENT CARE ACCESSHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDWEEKDAY, PM PEAK PERIODJEWELRY STUDIO / NOVA URGENT CARE ACCESSHARMON STREAM BOULEVARDHARMON STREAM BOULEVARDTotal Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingWest Side of Harmon Stream BoulevardWestbound (From the East)Northbound (From the South)Southbound (From the North)West Side of Harmon Stream BoulevardWestbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Harmon-Stream-Blvd+Jewelry-Studio-Access_20201118Page 2 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 5 88 4 0 1 0 974 89 2 0 0 0 950 1 3 0 0 1 40 0 2 0 2 0 21987:15 AM 10 111 5 0 0 0 12610 92 5 0 0 0 1070 0 6 0 0 0 60 0 5 0 0 0 52447:30 AM 2 157 13 0 0 0 17212 127 1 0 1 0 1400 0 4 0 0 0 47 1 4 0 0 0 123287:45 AM 12 167 14 0 0 0 19310 154 5 0 0 0 1692 0 12 0 0 0 141 0 5 0 0 0 6382 1,1528:00 AM 6 176 10 0 0 0 19215 138 1 0 0 0 1541 0 10 0 0 0 110 0 1 0 0 0 1358 1,3128:15 AM 2 149 9 0 0 0 16018 151 2 0 0 0 1710 0 19 0 0 3 190 0 5 0 0 0 5355 1,4238:30 AM 13 154 6 0 0 0 17320 159 2 0 0 0 1810 0 15 0 0 2 150 0 7 0 0 0 7376 1,4718:45 AM 5 171 9 0 0 0 18515 132 2 1 0 0 1500 0 23 0 0 1 231 0 5 0 0 0 6364 1,453TOTALS 55 1,173 70 0 1 0 1,298 104 1,042 20 1 1 0 1,167 3 1 92 0 0 7 96 9 1 34 0 2 0 44 2,605SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 12 167 14 0 0 0 19310 154 5 0 0 0 1692 0 12 0 0 0 141 0 5 0 0 0 63828:00 AM 6 176 10 0 0 0 19215 138 1 0 0 0 1541 0 10 0 0 0 110 0 1 0 0 0 13588:15 AM 2 149 9 0 0 0 16018 151 2 0 0 0 1710 0 19 0 0 3 190 0 5 0 0 0 53558:30 AM 13 154 6 0 0 0 17320 159 2 0 0 0 1810 0 15 0 0 2 150 0 7 0 0 0 7376TOTALS 33 646 39 0 0 0 718 63 602 10 0 0 0 675 3 0 56 0 0 5 59 1 0 18 0 0 0 19 1,471PEAK HOURFACTOR0.63 0.92 0.70 0.00 0.00 0.00 0.93 0.79 0.95 0.50 0.00 0.00 0.00 0.93 0.38 0.00 0.74 0.00 0.00 0.42 0.78 0.25 0.00 0.64 0.00 0.00 0.00 0.68 0.96% HEAVYVEHICLES1.82%2.98%0.00%0.00%2.77%2.88%3.07%0.00%0.00%3.00%0.00%0.00%2.17%0.00%2.08%0.00%0.00%23.53%0.00%18.18%3.11%% BUSES& RVs1.82%0.51%0.00%0.00%0.54%0.00%0.19%0.00%0.00%0.17%0.00%0.00%0.00%0.00%0.00%0.00%0.00%23.53%0.00%18.18%0.65%180100331064660200003963305605Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingHARMON STREAM BOULEVARDGALLATIN VALLEY MALL ACCESSEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)HUFFINE LANE (US 191)HUFFINE LANE (US 191)WEEKDAY, AM PEAK PERIODHUFFINE LANE (US 191)HUFFINE LANE (US 191)HARMON STREAM BOULEVARDGALLATIN VALLEY MALL ACCESSEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryHuffineLane(USHighway191)&HarmonStreamBoulevard/GallatinValleyMallAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'14.92" N | Longitude: 111d04'48.54" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-04F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+Harmon-Stream-Blvd_20201118Page 1 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHuffineLane(USHighway191)&HarmonStreamBoulevard/GallatinValleyMallAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'14.92" N | Longitude: 111d04'48.54" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-04SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 15 174 6 0 0 0 19530 206 4 0 0 0 2400 0 25 0 1 1 251 2 21 0 0 0 244844:15 PM 22 157 17 0 0 0 19635 187 5 0 0 0 2270 0 28 0 0 0 280 0 22 0 0 0 224734:30 PM 8 207 6 0 0 0 22130 202 5 0 0 0 2370 0 30 0 0 1 305 0 21 0 0 0 265144:45 PM 16 229 11 0 0 0 25633 190 6 0 0 0 2290 0 28 0 2 1 283 0 28 0 1 0 31544 2,0155:00 PM 19 223 16 0 0 0 25829 249 2 0 0 2 2800 0 24 0 1 1 242 0 26 0 0 2 28590 2,1215:15 PM 13 225 16 0 0 0 25422 215 1 0 0 0 2381 1 29 0 0 0 312 0 21 0 0 1 23546 2,1945:30 PM 6 230 13 0 0 0 24925 206 4 0 0 0 2351 0 29 0 0 0 301 0 22 0 0 0 23537 2,2175:45 PM 6 216 6 0 0 0 22823 164 2 0 0 0 1890 0 14 0 1 0 141 1 25 0 0 0 27458 2,131TOTALS 105 1,661 91 0 0 0 1,857 227 1,619 29 0 0 2 1,875 2 1 207 0 5 4 210 15 3 186 0 1 3 204 4,146SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 16 229 11 0 0 0 25633 190 6 0 0 0 2290 0 28 0 2 1 283 0 28 0 1 0 315445:00 PM 19 223 16 0 0 0 25829 249 2 0 0 2 2800 0 24 0 1 1 242 0 26 0 0 2 285905:15 PM 13 225 16 0 0 0 25422 215 1 0 0 0 2381 1 29 0 0 0 312 0 21 0 0 1 235465:30 PM 6 230 13 0 0 0 24925 206 4 0 0 0 2351 0 29 0 0 0 301 0 22 0 0 0 23537TOTALS 54 907 56 0 0 0 1,017 109 860 13 0 0 2 982 2 1 110 0 3 2 113 8 0 97 0 1 3 105 2,217PEAK HOURFACTOR0.71 0.99 0.88 0.00 0.00 0.00 0.99 0.83 0.86 0.54 0.00 0.00 0.25 0.88 0.50 0.25 0.95 0.00 0.38 0.50 0.91 0.67 0.00 0.87 0.00 0.25 0.38 0.85 0.94% HEAVYVEHICLES0.00%2.29%0.00%0.00%2.05%0.00%2.22%0.00%0.00%1.92%0.00%0.00%0.48%0.00%0.48%0.00%0.00%5.38%0.00%4.90%2.05%% BUSES& RVs0.00%0.42%0.00%0.00%0.38%0.00%0.25%0.00%0.00%0.21%0.00%0.00%0.00%0.00%0.00%0.00%0.00%4.84%0.00%4.41%0.48%97081354139078600002561092111032Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYHUFFINE LANE (US 191)HUFFINE LANE (US 191)HARMON STREAM BOULEVARDGALLATIN VALLEY MALL ACCESSWEEKDAY, PM PEAK PERIODHUFFINE LANE (US 191)HUFFINE LANE (US 191)HARMON STREAM BOULEVARDGALLATIN VALLEY MALL ACCESSF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+Harmon-Stream-Blvd_20201118Page 2 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 1 72 24 0 0 0 9710 77 3 0 0 0 9021 2 1 0 0 0 241 0 1 0 1 0 22137:15 AM 3 94 20 0 1 0 1176 73 1 0 1 0 8035 5 0 1 0 0 414 1 0 0 0 1 52437:30 AM 1 110 51 0 0 0 1625 97 1 0 0 0 10340 2 1 0 0 0 435 1 0 0 0 0 63147:45 AM 0 118 69 1 1 0 18810 109 1 0 0 0 12051 8 2 1 0 0 625 2 2 0 0 0 9379 1,1498:00 AM 1 119 68 0 0 0 18812 105 2 0 0 0 11951 0 1 0 0 0 522 2 1 0 0 0 5364 1,3008:15 AM 4 102 64 0 0 0 17012 126 3 0 0 0 14133 4 2 0 0 0 391 0 1 0 0 0 2352 1,4098:30 AM 4 124 45 0 0 0 17311 133 2 0 0 0 14649 3 2 0 0 0 544 2 0 0 0 0 6379 1,4748:45 AM 9 135 52 0 1 0 19611 100 6 0 1 0 11744 3 2 0 2 0 492 4 3 0 0 0 9371 1,466TOTALS 23 874 393 1 3 0 1,291 77 820 19 0 2 0 916 324 27 11 2 2 0 364 24 12 8 0 1 1 44 2,615SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 0 118 69 1 1 0 18810 109 1 0 0 0 12051 8 2 1 0 0 625 2 2 0 0 0 93798:00 AM 1 119 68 0 0 0 18812 105 2 0 0 0 11951 0 1 0 0 0 522 2 1 0 0 0 53648:15 AM 4 102 64 0 0 0 17012 126 3 0 0 0 14133 4 2 0 0 0 391 0 1 0 0 0 23528:30 AM 4 124 45 0 0 0 17311 133 2 0 0 0 14649 3 2 0 0 0 544 2 0 0 0 0 6379TOTALS 9 463 246 1 1 0 719 45 473 8 0 0 0 526 184 15 7 1 0 0 207 12 6 4 0 0 0 22 1,474PEAK HOURFACTOR0.56 0.93 0.89 0.25 0.25 0.00 0.96 0.94 0.89 0.67 0.00 0.00 0.00 0.90 0.90 0.47 0.88 0.25 0.00 0.00 0.83 0.60 0.75 0.50 0.00 0.00 0.00 0.61 0.97% HEAVYVEHICLES4.35%3.20%2.04%0.00%2.87%0.00%3.05%5.26%0.00%2.84%0.31%14.81%9.09%0.00%1.65%0.00%8.33%12.50%0.00%4.55%2.72%% BUSES& RVs0.00%0.23%1.02%0.00%0.46%0.00%0.24%0.00%0.00%0.22%0.00%14.81%9.09%0.00%1.37%0.00%8.33%0.00%0.00%2.27%0.54%4612009846347310002464518415700Intersection Turning Movement Count SummaryHuffineLane(US191)/WestMainStreet&WestCollegeStreet/GallatinValleyMallAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'16.72" N | Longitude: 111d04'34.14" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-03Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODHUFFINE LANE (US HIGHWAY 191)WEST MAIN STREETWEST COLLEGE STREETGALLATIN VALLEY MALL ACCESSWEST COLLEGE STREETGALLATIN VALLEY MALL ACCESSEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)HUFFINE LANE (US HIGHWAY 191)WEST MAIN STREETTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+W-College-St_20201118Page 1 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryHuffineLane(US191)/WestMainStreet&WestCollegeStreet/GallatinValleyMallAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'16.72" N | Longitude: 111d04'34.14" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-03SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 12 142 49 0 1 0 20311 161 4 0 0 0 17671 11 5 0 0 0 8721 14 15 0 0 0 505164:15 PM 23 134 46 0 1 0 20312 166 9 0 0 1 18734 11 7 0 0 0 5232 9 7 0 0 0 484904:30 PM 10 165 70 0 0 2 24517 166 16 0 0 0 19955 6 1 1 0 0 6338 13 12 0 0 0 635704:45 PM 17 173 69 0 0 1 25914 157 7 0 0 0 17868 17 5 1 1 0 9121 9 13 0 0 0 43571 2,1475:00 PM 8 162 51 0 1 0 22112 170 6 0 0 1 18888 14 9 1 0 0 11221 12 15 0 0 0 48569 2,2005:15 PM 15 176 59 0 0 0 25021 144 5 0 0 0 17077 12 5 4 0 0 9825 12 11 0 0 0 48566 2,2765:30 PM 10 182 66 1 0 0 25918 162 8 0 0 0 18850 8 8 0 0 0 6615 14 17 0 0 0 46559 2,2655:45 PM 7 159 66 0 0 0 23219 128 9 0 0 0 15644 8 7 2 0 0 6121 7 15 0 0 0 43492 2,186TOTALS 102 1,293 476 1 3 3 1,872 124 1,254 64 0 0 2 1,442 487 87 47 9 1 0 630 194 90 105 0 0 0 389 4,333SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:30 PM 10 165 70 0 0 2 24517 166 16 0 0 0 19955 6 1 1 0 0 6338 13 12 0 0 0 635704:45 PM 17 173 69 0 0 1 25914 157 7 0 0 0 17868 17 5 1 1 0 9121 9 13 0 0 0 435715:00 PM 8 162 51 0 1 0 22112 170 6 0 0 1 18888 14 9 1 0 0 11221 12 15 0 0 0 485695:15 PM 15 176 59 0 0 0 25021 144 5 0 0 0 17077 12 5 4 0 0 9825 12 11 0 0 0 48566TOTALS 50 676 249 0 1 3 975 64 637 34 0 0 1 735 288 49 20 7 1 0 364 105 46 51 0 0 0 202 2,276PEAK HOURFACTOR0.74 0.96 0.89 0.00 0.25 0.38 0.94 0.76 0.94 0.53 0.00 0.00 0.25 0.92 0.82 0.72 0.56 0.44 0.25 0.00 0.81 0.69 0.88 0.85 0.00 0.00 0.00 0.80 1.00% HEAVYVEHICLES0.98%2.47%1.47%0.00%2.14%0.00%1.91%0.00%0.00%1.66%1.23%9.20%2.13%0.00%2.38%0.00%2.22%2.86%0.00%1.29%1.94%% BUSES& RVs0.00%0.39%0.63%0.00%0.43%0.00%0.16%0.00%0.00%0.14%0.00%6.90%0.00%0.00%0.95%0.00%0.00%1.90%0.00%0.51%0.42%5146105005034676637103124964288492010WEST MAIN STREETWEST COLLEGE STREETGALLATIN VALLEY MALL ACCESSWEEKDAY, PM PEAK PERIODHUFFINE LANE (US HIGHWAY 191)WEST MAIN STREETWEST COLLEGE STREETGALLATIN VALLEY MALL ACCESSTotal Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYHUFFINE LANE (US HIGHWAY 191)F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\Huffine-Ln+W-College-St_20201118Page 2 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 0 24 10 0 0 0 3424 0 0 0 0 244 0 1 0 40 0 0 0 0627:15 AM 0 21 8 0 0 0 2943 0 0 0 0 434 0 0 0 40 0 1 0 0767:30 AM 0 45 11 0 0 0 5646 0 0 0 0 468 0 0 0 80 0 0 0 01107:45 AM 0 69 12 0 0 0 8159 0 0 0 0 5911 0 1 0 110 0 0 0 0151 3998:00 AM 0 62 16 0 0 0 7849 0 0 0 0 4918 0 0 0 180 0 1 0 0145 4828:15 AM 3 58 14 0 0 0 7546 1 0 0 0 477 0 0 3 70 0 0 0 0129 5358:30 AM 2 45 11 0 0 0 5847 3 0 0 0 5010 0 1 1 100 0 0 0 0118 5438:45 AM 2 53 19 0 0 0 7454 4 0 0 0 588 0 2 1 80 0 1 0 0140 532TOTALS 7 377 101 0 0 0 485 368 8 0 0 0 37670 0 5 5 700 0 3 0 0 931SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 0 69 12 0 0 0 8159 0 0 0 0 5911 0 1 0 110 0 0 0 01518:00 AM 0 62 16 0 0 0 7849 0 0 0 0 4918 0 0 0 180 0 1 0 01458:15 AM 3 58 14 0 0 0 7546 1 0 0 0 477 0 0 3 70 0 0 0 01298:30 AM 2 45 11 0 0 0 5847 3 0 0 0 5010 0 1 1 100 0 0 0 0118TOTALS 5 234 53 0 0 0 292 201 4 0 0 0 20546 0 2 4 460 0 1 0 0 543PEAK HOURFACTOR0.42 0.85 0.83 0.00 0.00 0.00 0.90 0.85 0.33 0.00 0.00 0.00 0.870.64 0.00 0.50 0.33 0.640.00 0.00 0.25 0.00 0.00 0.90% HEAVYVEHICLES0.00%3.18%0.00%0.00%2.47%1.63%0.00%0.00%1.60%0.00%0.00%0.00%0.00%0.00%0.00%1.93%% BUSES& RVs0.00%1.59%0.00%0.00%1.24%1.36%0.00%0.00%1.33%0.00%0.00%0.00%0.00%0.00%0.00%1.18%010542342010000534624Intersection Turning Movement Count SummaryWestCollegeStreet&South29thAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'14.48" N | Longitude: 111d04'32.63" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODWEST COLLEGE STREETWEST COLLEGE STREETSOUTH 29TH AVENUEFIRST INTERSTATE BANK ACCESSSOUTH 29TH AVENUEFIRST INTERSTATE BANK ACCESSEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEST COLLEGE STREETWEST COLLEGE STREETTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-College-St+S-29th-Ave_20201118Page 1 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryWestCollegeStreet&South29thAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'14.48" N | Longitude: 111d04'32.63" WWednesday, November 18, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSILLEGALTHRURIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 4 57 15 0 0 0 7679 2 0 1 1 810 15 0 0 1 150 0 0 0 01724:15 PM 1 55 13 0 0 0 6961 4 0 0 0 650 20 0 3 0 200 0 0 1 01544:30 PM 3 70 25 0 0 0 9869 2 0 0 0 710 17 0 0 2 170 0 0 0 01864:45 PM 3 66 26 0 0 0 9589 1 0 0 0 900 21 0 1 1 210 0 0 0 0206 7185:00 PM 2 61 11 0 0 0 74119 1 0 0 0 1201 21 0 2 2 220 0 0 2 0216 7625:15 PM 3 65 28 0 0 0 9692 1 0 0 0 930 25 0 0 0 250 0 0 0 0214 8225:30 PM 2 74 21 0 0 0 9767 1 0 0 0 680 20 0 0 0 202 0 0 0 2187 8235:45 PM 1 71 24 0 0 0 9660 0 0 0 0 600 28 0 0 0 282 0 0 0 2186 803TOTALS 19 519 163 0 0 0 701 636 12 0 1 1 648 1 167 0 6 6 1684 0 0 3 4 1,521SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSILLEGALTHRURIGHT U-TURN PEDS BIKESVEHICLETOTALSRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:45 PM 3 66 26 0 0 0 9589 1 0 0 0 900 21 0 1 1 210 0 0 0 02065:00 PM 2 61 11 0 0 0 74119 1 0 0 0 1201 21 0 2 2 220 0 0 2 02165:15 PM 3 65 28 0 0 0 9692 1 0 0 0 930 25 0 0 0 250 0 0 0 02145:30 PM 2 74 21 0 0 0 9767 1 0 0 0 680 20 0 0 0 202 0 0 0 2187TOTALS 10 266 86 0 0 0 362 367 4 0 0 0 371 1 87 0 3 3 882 0 0 2 2 823PEAK HOURFACTOR0.83 0.90 0.77 0.00 0.00 0.00 0.93 0.77 1.00 0.00 0.00 0.00 0.77 0.25 0.87 0.00 0.38 0.38 0.880.25 0.00 0.00 0.25 0.25 0.95% HEAVYVEHICLES5.26%1.73%0.61%0.00%1.57%2.36%0.00%0.00%2.31%0.00%0.60%0.00%0.60%0.00%0.00%0.00%1.78%% BUSES& RVs0.00%0.58%0.00%0.00%0.43%0.94%0.00%0.00%0.93%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.59%20210426636700008618733WEST COLLEGE STREETSOUTH 29TH AVENUEFIRST INTERSTATE BANK ACCESSWEEKDAY, PM PEAK PERIODWEST COLLEGE STREETWEST COLLEGE STREETSOUTH 29TH AVENUEFIRST INTERSTATE BANK ACCESSTotal Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYWEST COLLEGE STREETF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-College-St+S-29th-Ave_20201118Page 2 of 2 | 1/1/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 02 0 0 0 20 0 02 00 0 0 22 6 0 0 0 8127:15 AM 93 0 0 0 120 0 02 00 0 0 22 6 0 0 0 8227:30 AM 64 0 0 0 100 0 01 10 0 0 23 8 0 0 0 11237:45 AM 51 0 0 0 60 0 02 00 0 0 26 5 0 0 0 1119 768:00 AM 95 0 0 0 140 0 03 30 0 0 67 5 0 0 0 1232 968:15 AM 63 0 0 0 90 0 03 10 0 0 48 7 0 0 0 1528 1028:30 AM 113 0 1 0 140 0 02 00 0 0 22 5 0 0 0 723 1028:45 AM 124 0 1 0 160 0 06 10 0 0 74 5 0 0 0 932 115TOTALS 58 25 0 2 0 830 0 0 21 60 0 0 27 34 47 0 0 0 81 191SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 95 0 0 0 140 0 03 30 0 0 67 5 0 0 0 12328:15 AM 63 0 0 0 90 0 03 10 0 0 48 7 0 0 0 15288:30 AM 113 0 1 0 140 0 02 00 0 0 22 5 0 0 0 7238:45 AM 124 0 1 0 160 0 06 10 0 0 74 5 0 0 0 932TOTALS 38 15 0 2 0 530 0 0 14 50 0 0 19 21 22 0 0 0 43 115PEAK HOURFACTOR0.79 0.75 0.00 0.50 0.00 0.830.00 0.00 0.00 0.58 0.42 0.00 0.00 0.00 0.68 0.66 0.79 0.00 0.00 0.00 0.72 0.90% HEAVYVEHICLES0.00%8.00%0.00%2.41%0.00%0.00%0.00%0.00%0.00%2.94%2.13%0.00%2.47%2.09%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%2221003820001514500Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingSOUTH 29TH AVENUESOUTH 29TH AVENUEEastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)CITY BREW / QDOBA ACCESSWEEKDAY, AM PEAK PERIODCITY BREW / QDOBA ACCESSSOUTH 29TH AVENUESOUTH 29TH AVENUEEastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummarySouth29thAvenue&CityBrew/QdobaAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+City-Brew-Access_20201119Page 1 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummarySouth29thAvenue&CityBrew/QdobaAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 105 0 0 0 150 0 05 20 0 0 76 9 0 0 0 15374:15 PM 104 0 0 0 140 0 06 20 0 0 86 16 0 0 0 22444:30 PM 104 0 0 0 140 0 04 90 0 0 135 12 0 0 0 17444:45 PM 1511 1 0 0 270 0 07 50 0 0 123 8 0 0 0 1150 1755:00 PM 153 0 0 0 180 0 06 50 0 0 119 11 0 0 0 2049 1875:15 PM 215 0 0 0 260 0 04 10 0 0 52 14 0 0 0 1647 1905:30 PM 165 0 0 0 210 0 08 30 0 0 114 10 0 0 0 1446 1925:45 PM 126 0 0 0 180 0 06 100 0 0 167 15 0 0 0 2256 198TOTALS 109 43 1 0 0 1530 0 0 46 370 0 0 83 42 95 0 0 0 137 373SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 153 0 0 0 180 0 06 50 0 0 119 11 0 0 0 20495:15 PM 215 0 0 0 260 0 04 10 0 0 52 14 0 0 0 16475:30 PM 165 0 0 0 210 0 08 30 0 0 114 10 0 0 0 14465:45 PM 126 0 0 0 180 0 06 100 0 0 167 15 0 0 0 2256TOTALS 64 19 0 0 0 830 0 0 24 190 0 0 43 22 50 0 0 0 72 198PEAK HOURFACTOR0.76 0.79 0.00 0.00 0.00 0.800.00 0.00 0.00 0.75 0.48 0.00 0.00 0.00 0.67 0.61 0.83 0.00 0.00 0.00 0.82 0.88% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%2.70%0.00%1.20%0.00%1.05%0.00%0.73%0.54%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%50220064000019241900Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)Eastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYCITY BREW / QDOBA ACCESSSOUTH 29TH AVENUESOUTH 29TH AVENUEWEEKDAY, PM PEAK PERIODCITY BREW / QDOBA ACCESSSOUTH 29TH AVENUESOUTH 29TH AVENUEF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+City-Brew-Access_20201119Page 2 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 00 0 0 0 00 0 02 10 0 0 34 0 0 0 0 477:15 AM 00 0 0 0 00 0 00 20 0 0 25 0 0 0 0 577:30 AM 01 0 0 0 10 0 00 20 0 0 27 0 0 0 0 7107:45 AM 00 0 0 0 00 0 03 20 0 0 57 0 0 0 0 712 368:00 AM 00 0 0 0 00 0 01 60 0 0 712 0 0 0 0 1219 488:15 AM 12 0 0 0 30 0 02 30 0 0 510 1 0 0 0 1119 608:30 AM 00 0 0 0 00 0 02 20 0 0 44 1 0 0 0 59 598:45 AM 01 0 1 0 10 0 01 70 0 0 88 1 0 0 0 918 65TOTALS 14 0 1 0 50 0 0 11 250 0 0 36 57 3 0 0 0 60 101SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 00 0 0 0 00 0 01 60 0 0 712 0 0 0 0 12198:15 AM 12 0 0 0 30 0 02 30 0 0 510 1 0 0 0 11198:30 AM 00 0 0 0 00 0 02 20 0 0 44 1 0 0 0 598:45 AM 01 0 1 0 10 0 01 70 0 0 88 1 0 0 0 918TOTALS 13 0 1 0 40 0 0 6 180 0 0 24 34 3 0 0 0 37 65PEAK HOURFACTOR0.25 0.38 0.00 0.25 0.00 0.330.00 0.00 0.00 0.75 0.64 0.00 0.00 0.00 0.75 0.71 0.75 0.00 0.00 0.00 0.77 0.86% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%5.26%0.00%0.00%5.00%2.97%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3340011000361800Intersection Turning Movement Count SummarySouth29thAvenue&Kohl'sAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02Eastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYWEEKDAY, AM PEAK PERIODKOHL'S ACCESSSOUTH 29TH AVENUESOUTH 29TH AVENUESOUTH 29TH AVENUESOUTH 29TH AVENUEEastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)KOHL'S ACCESSTotal Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+Kohls-Access_20201119Page 1 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummarySouth29thAvenue&Kohl'sAccessBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 10 0 0 0 10 0 03 60 0 0 910 1 0 0 0 11214:15 PM 20 0 0 0 20 0 02 60 0 0 87 3 0 0 0 10204:30 PM 21 0 0 0 30 0 04 110 0 0 157 2 0 1 0 9274:45 PM 31 0 0 0 40 0 04 90 0 0 1313 1 0 1 0 1431 995:00 PM 12 0 0 0 30 0 04 100 0 0 148 4 0 0 0 1229 1075:15 PM 02 0 0 0 20 0 03 60 0 0 96 1 0 0 0 718 1055:30 PM 31 0 0 0 40 0 00 80 0 0 87 2 0 0 0 921 995:45 PM 21 0 0 0 30 1 01 130 0 0 148 2 0 0 0 1027 95TOTALS 148 0 0 0 220 1 0 21 690 0 0 90 66 16 0 2 0 82 194SEASONAL/DAILY ADJ.FACTOR1.0001.000 1.000 1.000 1.0001.000 1.0001.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:15 PM 20 0 0 0 20 0 02 60 0 0 87 3 0 0 0 10204:30 PM 21 0 0 0 30 0 04 110 0 0 157 2 0 1 0 9274:45 PM 31 0 0 0 40 0 04 90 0 0 1313 1 0 1 0 14315:00 PM 12 0 0 0 30 0 04 100 0 0 148 4 0 0 0 1229TOTALS 84 0 0 0 120 0 0 14 360 0 0 50 35 10 0 2 0 45 107PEAK HOURFACTOR0.67 0.50 0.00 0.00 0.00 0.750.00 0.00 0.00 0.88 0.82 0.00 0.00 0.00 0.83 0.67 0.63 0.00 0.50 0.00 0.80 0.86% HEAVYVEHICLES7.14%0.00%0.00%4.55%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.52%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%103520800004143600SOUTH 29TH AVENUESOUTH 29TH AVENUEWEEKDAY, PM PEAK PERIODKOHL'S ACCESSSOUTH 29TH AVENUESOUTH 29TH AVENUETotal Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)Eastbound (From the West)East Side of South 29th AvenueNorthbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYKOHL'S ACCESSF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+Kohls-Access_20201119Page 2 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 0 0 0 0 0 0 00 0 0 0 0 0 00 4 0 0 0 0 40 3 1 0 0 0 487:15 AM 0 0 1 0 0 0 10 0 0 0 0 0 01 2 0 0 0 0 31 3 1 0 0 0 597:30 AM 0 0 2 0 0 0 20 0 0 0 0 0 00 2 1 0 0 0 31 7 0 0 0 0 8137:45 AM 0 0 0 0 0 0 00 0 0 0 0 0 01 5 0 0 0 0 62 4 0 0 0 0 612 428:00 AM 1 0 0 0 0 0 10 2 0 0 0 0 23 6 0 0 0 0 92 8 2 0 0 0 1224 588:15 AM 0 0 1 0 0 0 10 0 0 0 0 0 01 6 0 0 0 0 72 9 1 0 0 0 1220 698:30 AM 0 0 1 0 0 0 10 0 0 0 0 0 01 3 1 0 0 0 50 4 0 0 0 0 410 668:45 AM 0 0 1 0 0 0 11 0 0 0 0 0 12 7 0 0 0 0 91 7 0 0 0 0 819 73TOTALS 1 0 6 0 0 0 7 1 2 0 0 0 0 3 9 35 2 0 0 0 46 9 45 5 0 0 0 59 115SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS8:00 AM 1 0 0 0 0 0 10 2 0 0 0 0 23 6 0 0 0 0 92 8 2 0 0 0 12248:15 AM 0 0 1 0 0 0 10 0 0 0 0 0 01 6 0 0 0 0 72 9 1 0 0 0 12208:30 AM 0 0 1 0 0 0 10 0 0 0 0 0 01 3 1 0 0 0 50 4 0 0 0 0 4108:45 AM 0 0 1 0 0 0 11 0 0 0 0 0 12 7 0 0 0 0 91 7 0 0 0 0 819TOTALS 1 0 3 0 0 0 4 1 2 0 0 0 0 3 7 22 1 0 0 0 30 5 28 3 0 0 0 36 73PEAK HOURFACTOR0.25 0.00 0.75 0.00 0.00 0.00 1.00 0.25 0.25 0.00 0.00 0.00 0.00 0.38 0.58 0.79 0.25 0.00 0.00 0.00 0.83 0.63 0.78 0.38 0.00 0.00 0.00 0.75 0.76% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%50.00%0.00%0.00%33.33%0.00%0.00%0.00%0.00%0.00%11.11%4.44%0.00%0.00%5.08%3.48%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3285001002000031722100Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingSOUTH 29TH AVENUESOUTH 29TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)TECHNOLOGY BOULEVARD WESTTECHNOLOGY BOULEVARD WESTWEEKDAY, AM PEAK PERIODTECHNOLOGY BOULEVARD WESTTECHNOLOGY BOULEVARD WESTSOUTH 29TH AVENUESOUTH 29TH AVENUEEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummarySouth29thAvenue&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+Technology-Blvd-W_20201119Page 1 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummarySouth29thAvenue&TechnologyBoulevardWestBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'07.57" N | Longitude: 111d04'32.81" WThursday, November 19, 2020Video Traffic Recorder | Unit E5-02SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 0 0 1 0 0 0 10 0 0 0 0 0 01 8 0 0 0 0 91 8 1 0 0 0 10204:15 PM 0 0 0 0 0 0 01 0 0 0 0 0 11 9 1 0 0 0 110 7 0 0 0 0 7194:30 PM 0 0 0 0 0 0 01 0 4 0 0 0 50 11 1 0 0 0 120 7 1 0 0 0 8254:45 PM 1 1 1 0 0 0 30 0 1 0 0 0 10 11 1 0 0 0 120 11 1 0 0 0 1228 925:00 PM 2 0 1 0 0 0 30 1 2 0 0 0 30 10 0 0 0 0 100 10 1 0 0 0 1127 995:15 PM 0 0 1 0 0 0 11 0 0 0 0 0 11 9 0 0 0 0 100 8 0 0 0 0 820 1005:30 PM 1 0 1 0 0 0 22 0 0 0 0 0 20 7 0 0 0 0 70 7 1 0 0 0 819 945:45 PM 0 0 1 0 0 0 10 0 1 0 0 1 10 12 0 0 0 0 120 9 0 0 0 0 923 89TOTALS 4 1 6 0 0 0 11 5 1 8 0 0 1 14 3 77 3 0 0 0 83 1 67 5 0 0 0 73 181SEASONAL/DAILY ADJ.FACTOR1.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.0001.000 1.000 1.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSLEFT THRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS4:30 PM 0 0 0 0 0 0 01 0 4 0 0 0 50 11 1 0 0 0 120 7 1 0 0 0 8254:45 PM 1 1 1 0 0 0 30 0 1 0 0 0 10 11 1 0 0 0 120 11 1 0 0 0 12285:00 PM 2 0 1 0 0 0 30 1 2 0 0 0 30 10 0 0 0 0 100 10 1 0 0 0 11275:15 PM 0 0 1 0 0 0 11 0 0 0 0 0 11 9 0 0 0 0 100 8 0 0 0 0 820TOTALS 3 1 3 0 0 0 7 2 1 7 0 0 0 10 1 41 2 0 0 0 44 0 36 3 0 0 0 39 100PEAK HOURFACTOR0.38 0.25 0.75 0.00 0.00 0.00 0.58 0.50 0.25 0.44 0.00 0.00 0.00 0.50 0.25 0.93 0.50 0.00 0.00 0.00 0.92 0.00 0.82 0.75 0.00 0.00 0.00 0.81 0.89% HEAVYVEHICLES0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%% BUSES& RVs0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%3360003711000032141200Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)Eastbound (From the West)Westbound (From the East)Northbound (From the South)Southbound (From the North)WEEKDAY, PM PEAK HOUR SUMMARYTECHNOLOGY BOULEVARD WESTTECHNOLOGY BOULEVARD WESTSOUTH 29TH AVENUESOUTH 29TH AVENUEWEEKDAY, PM PEAK PERIODTECHNOLOGY BOULEVARD WESTTECHNOLOGY BOULEVARD WESTSOUTH 29TH AVENUESOUTH 29TH AVENUEF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\S-29th-Ave+Technology-Blvd-W_20201119Page 2 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME7:00 AM 1 400 0 0 4126 3 0 0 0 290 0 020 0 0 0 2727:15 AM 3 570 0 0 6043 8 0 0 0 510 0 012 0 0 0 31147:30 AM 1 820 0 0 8353 1 0 0 0 540 0 010 0 0 0 11387:45 AM 5 1300 0 0 13573 9 0 0 0 820 0 071 0 0 0 8225 5498:00 AM 4 820 0 0 8657 10 0 0 0 670 0 050 0 0 0 5158 6358:15 AM 3 790 0 0 8249 11 0 0 0 600 0 052 0 0 0 7149 6708:30 AM 1 710 0 0 7266 5 0 0 0 710 1 081 0 0 0 9152 6848:45 AM 0 930 0 0 9367 16 0 0 0 830 0 072 0 0 0 9185 644TOTALS 18 634 0 0 0 652 434 63 0 0 0 4970 1 0 368 0 0 0 44 1,193SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS7:45 AM 5 1300 0 0 13573 9 0 0 0 820 0 071 0 0 0 82258:00 AM 4 820 0 0 8657 10 0 0 0 670 0 050 0 0 0 51588:15 AM 3 790 0 0 8249 11 0 0 0 600 0 052 0 0 0 71498:30 AM 1 710 0 0 7266 5 0 0 0 710 1 081 0 0 0 9152TOTALS 13 362 0 0 0 375 245 35 0 0 0 2800 1 0 254 0 0 0 29 684PEAK HOURFACTOR0.65 0.70 0.00 0.00 0.00 0.69 0.84 0.80 0.00 0.00 0.00 0.850.00 0.25 0.00 0.78 0.50 0.00 0.00 0.00 0.81 0.76% HEAVYVEHICLES0.00%1.74%0.00%1.69%1.84%0.00%0.00%1.61%0.00%0.00%0.00%0.00%0.00%1.59%% BUSES& RVs0.00%0.32%0.00%0.31%0.69%0.00%0.00%0.60%0.00%0.00%0.00%0.00%0.00%0.42%425001335362245000001Total Vehicles | Weekday, AM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingSOUTH 29TH AVENUEEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEST GARFIELD STREETWEST GARFIELD STREETWEEKDAY, AM PEAK PERIODWEST GARFIELD STREETWEST GARFIELD STREETSOUTH 29TH AVENUEEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEEKDAY, AM PEAK HOUR SUMMARYIntersection Turning Movement Count SummaryWestGarfieldStreet&South29thAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'04.22" N | Longitude: 111d04'32.81" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-04F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-Garfield-St+S-29th-Ave_20201117Page 1 of 2 | 1/2/2021 Date Count Performed:Count Time Periods:Data Collection Method:Setup Location:Intersection Turning Movement Count SummaryWestGarfieldStreet&South29thAvenueBozeman, Gallatin County, MontanaWeekday, AM & PM Peak PeriodsLatitude: 45d40'04.22" N | Longitude: 111d04'32.81" WTuesday, November 17, 2020Video Traffic Recorder | Unit E5-04SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONHOURLYSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALSVOLUME4:00 PM 3 580 0 0 6189 6 0 0 0 950 0 061 0 0 0 71634:15 PM 0 800 0 0 8069 15 0 0 0 840 0 035 0 0 0 81724:30 PM 4 700 0 0 7456 7 0 0 0 630 0 0156 0 0 0 211584:45 PM 0 790 0 0 7972 8 0 0 0 800 0 072 0 0 0 9168 6615:00 PM 1 710 0 0 72105 7 0 0 0 1120 0 057 0 1 0 12196 6945:15 PM 0 850 0 0 85107 9 0 0 0 1160 0 087 0 0 0 15216 7385:30 PM 0 770 0 0 7786 2 0 0 0 880 0 0110 0 0 0 11176 7565:45 PM 1 730 0 0 7469 10 0 0 0 790 0 0156 0 0 0 21174 762TOTALS 9 593 0 0 0 602 653 64 0 0 0 7170 0 0 70 34 0 1 0 104 1,423SEASONAL/DAILY ADJ.FACTOR1.000 1.0001.000 1.000 1.0001.000 1.000 1.000 1.000 1.0001.000 1.0001.0001.000 1.000 1.000 1.000INTERSECTIONSTART TIMELEFT THRUU-TURN PEDS BIKESVEHICLETOTALSTHRU RIGHT U-TURN PEDS BIKESVEHICLETOTALSPEDS BIKESVEHICLETOTALSLEFTRIGHT U-TURN PEDS BIKESVEHICLETOTALSVEHICLE TOTALS5:00 PM 1 710 0 0 72105 7 0 0 0 1120 0 057 0 1 0 121965:15 PM 0 850 0 0 85107 9 0 0 0 1160 0 087 0 0 0 152165:30 PM 0 770 0 0 7786 2 0 0 0 880 0 0110 0 0 0 111765:45 PM 1 730 0 0 7469 10 0 0 0 790 0 0156 0 0 0 21174TOTALS 2 306 0 0 0 308 367 28 0 0 0 3950 0 0 39 20 0 1 0 59 762PEAK HOURFACTOR0.50 0.90 0.00 0.00 0.00 0.91 0.86 0.70 0.00 0.00 0.00 0.850.00 0.00 0.00 0.65 0.71 0.00 0.25 0.00 0.70 0.88% HEAVYVEHICLES0.00%0.84%0.00%0.83%1.07%3.13%0.00%1.26%0.00%0.00%2.94%0.00%0.96%1.05%% BUSES& RVs0.00%0.17%0.00%0.17%0.15%0.00%0.00%0.14%0.00%0.00%0.00%0.00%0.00%0.14%203910228306367000000Total Vehicles | Weekday, PM Peak HourTotal Pedestrians CrossingTotal Bicycles CrossingEastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)Eastbound (From the West)Westbound (From the East)South Side of West Garfield StreetSouthbound (From the North)WEEKDAY, PM PEAK PERIODWEST GARFIELD STREETWEST GARFIELD STREETSOUTH 29TH AVENUEWEEKDAY, PM PEAK PERIODWEST GARFIELD STREETWEST GARFIELD STREETSOUTH 29TH AVENUEF:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Count Data\W-Garfield-St+S-29th-Ave_20201117Page 2 of 2 | 1/2/2021 Appendix C Trip Generation Analyses ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Building 1 - Apartments | Multifamily Housing (Mid-Rise) 221 63 DU Total Estimated Vehicle Trip Ends 172 172 344 6 17 23 17 11 28 Total Estimated Walk, Bike, & Transit Trip Ends 1 1 2 2 1 3 Building 2 - Apartments | Multifamily Housing (Mid-Rise) 221 52 DU Total Estimated Vehicle Trip Ends 142 142 284 5 14 19 14 9 23 Total Estimated Walk, Bike, & Transit Trip Ends 1 1 2 1 2 3 Building 3 - Apartments | Multifamily Housing (Mid-Rise) 221 54 DU Total Estimated Vehicle Trip Ends 147 147 294 5 15 20 15 9 24 Total Estimated Walk, Bike, & Transit Trip Ends 1 1 2 1 2 3 Building 4 - Apartments | Multifamily Housing (Mid-Rise) 221 60 DU Total Estimated Vehicle Trip Ends 164 164 328 6 16 22 16 11 27 Total Estimated Walk, Bike, & Transit Trip Ends 1 1 2 1 2 3 Total Residential = 229 DU Total Estimated Vehicle Trip Ends = 625 625 1,250 22 62 84 62 40 102 Total Estimated Walk, Bike, & Transit Trip Ends =4 4 8 5 7 12 1Units: DU = Dwelling Units ITE Land Use Code 221: Multifamily Housing (Mid-Rise)| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50% Entering 50% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 26% Entering 74% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 61% Entering 39% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 26% Entering 74% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 61% Entering 39% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 10th Edition (2017). Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary Bozeman Gateway PUD Phase 4 Apartments Assumed Directional Distribution T = 0.04X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized Assumed Directional Distribution T = 0.36X T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.44X T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized T = 0.02X T = Estimated Walk, Bike, & Transit Trip Ends X = Dwelling Units N/A Average Rate Utilized Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 5.44X T = Estimated Vehicle Trip Ends X = Dwelling Units N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Trip Generation Analyses\Estimated-Trip-Gen_Bzn-Gateway-P4-Apts Page 1 of 1 1/16/2021 ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Hotel 310 138 RM Total Estimated Vehicle Trip Ends 577 577 1,154 38 27 65 42 41 83 Total Estimated Walk, Bike, & Transit Trip Ends 2 1 3 2 1 3 Total Estimated Vehicle Trip Ends = 577 577 1,154 38 27 65 42 41 83 Total Estimated Walk, Bike, & Transit Trip Ends =2 1 3 2 1 3 1Units: RM = Rooms ITE Land Use Code 310: Hotel| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50% Entering 50% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 59% Entering 41% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 51% Entering 49% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 59% Entering 41% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 51% Entering 49% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 10th Edition (2017). Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary Bozeman Gateway PUD Phase 5 Hotel Assumed Directional Distribution T = 0.02X T = Estimated Walk, Bike, & Transit Trip Ends X = Rooms N/A Average Rate Utilized Assumed Directional Distribution T = 0.47X T = Estimated Vehicle Trip Ends X = Rooms N/A Average Rate Utilized T = 0.60X T = Estimated Vehicle Trip Ends X = Rooms N/A Average Rate Utilized T = 0.02X T = Estimated Walk, Bike, & Transit Trip Ends X = Rooms N/A Average Rate Utilized Assumed rate based on Business Hotel land use. Assumed rate based on Business Hotel land use. Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 8.36X T = Estimated Vehicle Trip Ends X = Rooms N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Trip Generation Analyses\Estimated-Trip-Gen_Bzn-Gateway-Hotel Page 1 of 1 1/16/2021 ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Rothgeb Building 710 15.6 GFA Total Estimated Vehicle Trip Ends 77 77 154 16 3 19 3 15 18 Total Estimated Walk, Bike, & Transit Trip Ends 3 0 3 1 3 4 Total Estimated Vehicle Trip Ends = 77 77 154 16 3 19 3 15 18 Total Estimated Walk, Bike, & Transit Trip Ends =3 0 3 1 3 4 1Units: GFA = 1,000 Square Feet of Gross Floor Area ITE Land Use Code 710: General Office Building| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50% Entering 50% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 86% Entering 14% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 16% Entering 84% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 86% Entering 14% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 16% Entering 84% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 10th Edition (2017). Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 9.74X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution T = 0.22X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution T = 1.16X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 1.15X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 0.18X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary Bozeman Gateway PUD Rothgeb Building F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Trip Generation Analyses\Estimated-Trip-Gen_Bzn-Gateway-Rothgeb-Building Page 1 of 1 1/16/2021 ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Security Title Building 710 15.5 GFA Total Estimated Vehicle Trip Ends 76 76 152 15 3 18 3 15 18 Total Estimated Walk, Bike, & Transit Trip Ends 3 0 3 1 3 4 Total Estimated Vehicle Trip Ends = 76 76 152 15 3 18 3 15 18 Total Estimated Walk, Bike, & Transit Trip Ends =3 0 3 1 3 4 1Units: GFA = 1,000 Square Feet of Gross Floor Area ITE Land Use Code 710: General Office Building| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50% Entering 50% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 86% Entering 14% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 16% Entering 84% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 86% Entering 14% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 16% Entering 84% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 10th Edition (2017). Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary Bozeman Gateway PUD Security Title Building Assumed Directional Distribution T = 0.22X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution T = 1.16X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 1.15X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 0.18X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 9.74X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Trip Generation Analyses\Estimated-Trip-Gen_Bzn-Gateway-Security-Title Page 1 of 1 1/16/2021 ITE Land Use Code Quantity 1Units Enter Exit Total Enter Exit Total Enter Exit Total Medical/Dental Office Building 720 3.8 GFA Total Estimated Vehicle Trip Ends 73 73 146 9 2 11 4 9 13 Total Estimated Walk, Bike, & Transit Trip Ends 1 0 1 0 1 1 Total Estimated Vehicle Trip Ends = 73 73 146 9 2 11 4 9 13 Total Estimated Walk, Bike, & Transit Trip Ends =1 0 1 0 1 1 1Units: GFA = 1,000 Square Feet of Gross Floor Area ITE Land Use Code 710: General Office Building| Setting/Location = General Urban/Suburban Trip Ends Analysis Case Estimated Vehicle Trip Ends On a Weekday 50% Entering 50% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 78% Entering 22% Exiting Estimated Vehicle Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 28% Entering 72% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7:00 and 9:00 a.m. 78% Entering 22% Exiting Estimated Walk, Bike, & Transit Trip Ends On a Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4:00 and 6:00 p.m. 28% Entering 72% Exiting Source: Institute of Transportation Engineers - Trip Generation Manual, 10th Edition (2017). Estimated Weekday Trip Ends Estimated Weekday, AM Peak Hour Trip Ends Estimated Weekday, PM Peak Hour Trip Ends Estimated Trip Generation Summary Bozeman Gateway PUD Medical/Dental Office Building Assumed Directional Distribution T = 0.17X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Assumed Directional Distribution T = 2.78X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 3.46X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized T = 0.12X T = Estimated Walk, Bike, & Transit Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized Estimated Trip Ends Analysis Equation R2 ValueDirectional Distribution T = 38.42X T = Estimated Vehicle Trip Ends X = 1,000 Square Feet of Gross Floor Area N/A Average Rate Utilized F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Trip Generation Analyses\Estimated-Trip-Gen_Bzn-Gateway-Medical+Dental-Office-Building Page 1 of 1 1/16/2021 Appendix D Traffic Growth Analyses 429 269 160 57 139 73 807 26 49 623 1,914 783 561 1,492 1,107 298 13 869 189 85 13 450 287 737 663 462 201 58 242 162 967 32 56 686 2,859 1,233 624 2,086 1,892 627 6 1,400 285 113 5 875 403 1,278 -19.56% -23.69% -10.78% -0.87% -24.21% -32.87% -8.65% -9.86%-6.46% -4.70% -18.18%-20.31%-5.18%-15.43% -23.51% -31.06%47.20%-21.21% -18.57% -13.27%61.25% -28.29% -15.61% -24.06% Estimate of COVID-19 Impacts to Traffic Volumes Weekday, AM Peak Hour | Comparison of 2018 & 2020 Data FOWLER AVENUE Traffic Volume Percent Change 2018 - 2020 FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, AM Peak Hour FOWLER AVENUE Weekday, AM Peak Hour November 2020 Count Data September 2018 Count Data FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, AM Peak Hour FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE FOWLER AVENUE Page 1 of 3 D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\COVID-19_Estimated-Adjustment 1/11/2021 515 209 306 24 92 93 1,299 47 75 994 2,561 886 895 2,011 1,262 329 24 1,017 380 184 38 445 602 1,047 739 302 437 33 152 117 1,694 33 118 1,341 3,151 940 1,193 2,417 1,457 484 30 1,076 468 286 19 666 773 1,439 -16.52% -16.81% -16.32% -14.72% -22.20% -10.84% -12.43%19.34%-20.28% -13.90% -9.85%-2.91%-13.39%-8.78% -6.93% -17.55%-10.56% -2.78% -9.89% -19.79%41.42% -18.26% -11.75% -14.70% FOWLER AVENUE FOWLER AVENUE Traffic Volume Percent Change 2018 - 2020 FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour FOWLER AVENUE September 2018 Count Data FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour Estimate of COVID-19 Impacts to Traffic Volumes Weekday, PM Peak Hour | Comparison of 2018 & 2020 Data November 2020 Count Data FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour Page 2 of 3 D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\COVID-19_Estimated-Adjustment 1/11/2021 -19.56% -23.69% -10.78% -0.87% -24.21% -32.87% -8.65% -9.86%-6.46% -4.70% -18.18%-20.31%-5.18%-15.43% -23.51% -31.06%47.20%-21.21% -18.57% -13.27%61.25% -28.29% -15.61% -24.06% -16.52% -16.81% -16.32% -14.72% -22.20% -10.84% -12.43%19.34%-20.28% -13.90% -9.85%-2.91%-13.39%-8.78% -6.93% -17.55%-10.56% -2.78% -9.89% -19.79%41.42% -18.26% -11.75% -14.70% -17.94% -20.86% -14.51% -5.46% -23.43% -22.48% -11.02%7.07%-15.41% -10.60% -13.64%-12.04%-10.42%-11.75% -15.63% -24.74%4.47%-12.37% -13.00% -17.86%46.18% -23.71% -13.04% -18.89% FOWLER AVENUE -14.37%Weighted Average % Change to Intersection: FOWLER AVENUE Weighted Averages of Weekday, AM & PM Peak Hour Changes in Traffic Volume % | 2018 to 2020 FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour FOWLER AVENUE Weekday, PM Peak Hour Change in Traffic Volume % | 2018 to 2020 FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour Estimate of COVID-19 Impacts to Traffic Volumes Summary of Weekday, AM & PM Peak Hours Comparison | 2018 to 2020 Weekday, AM Peak Hour Change in Traffic Volume % | 2018 to 2020 FOWLER AVENUE HUFFINE LANE (US 191)HUFFINE LANE (US 191)HUFFINE LANE (US 191) & FOWLER AVENUE Weekday, PM Peak Hour Page 3 of 3 D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\COVID-19_Estimated-Adjustment 1/11/2021 Reported 1-Year 5-Year Year AADT AAGR AAGR 2014 20,800 -- 2015 19,120 -8.08%- 2016 19,694 3.00%- 2017 21,844 10.92%- 2018 23,849 9.18%- 2019 23,730 -0.50%2.67% Reported 1-Year 5-Year Year AADT AAGR AAGR 2014 15,970 -- 2015 16,410 2.76%- 2016 19,962 21.65%- 2017 20,038 0.38%- 2018 20,319 1.40%- 2019 20,217 -0.50%4.83% Reported 1-Year 5-Year Year AADT AAGR AAGR 2014 8,110 -- 2015 8,320 2.59%- 2016 8,421 1.21%- 2017 7,104 -15.64%- 2018 9,370 31.90%- 2019 9,426 0.60%3.05% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT)West College Street CorridorTraffic Growth ProjectionsCorridor 5-Year AAGR 3.1% Traffic Growth Rate Analyses Study Area Roadways - Five-Year Projections Huffine Lane / West Main Street(US Highway 191)Corridor Traffic Growth ProjectionsCorridor Weighted 5-Year AAGR Huffine Lane (US Highway 191) West of West College Street West Main Street (US Highway 191) East of West College Street 3.7% West College Street Southeast of Huffine Lane / West Main Street (US Highway 191) Page 1 of 2 D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Traffic-Growth-Projections 1/11/2021 Traffic Growth Rate Analyses Study Area Roadways - Five-Year Projections Reported 1-Year 3-Year Year AADT AAGR AAGR 2016 5,307 -- 2017 5,265 -0.79%- 2018 5,015 -4.75%- 2019 5,045 0.60%-1.67% Reported 1-Year 5-Year Year AADT AAGR AAGR 2014 24,140 -- 2015 20,200 -16.32%- 2016 23,409 15.89%- 2017 21,705 -7.28%- 2018 21,727 0.10%- 2019 25,823 18.85%1.36% AADT = Average Annual Daily Traffic AAGR = Average Annual Growth Rate AADT data obtained from the Montana Department of Transportation (MDT)West Garfield StreetTraffic Growth ProjectionsCorridor 5-Year AAGR 1.4% Corridor 5-Year AAGR Use 0.6%Fowler Avenue CorridorTraffic Growth ProjectionsSouth of West Garfield Street Fowler Avenue North of Huffine Lane (US Highway 191) South 19th Avenue Page 2 of 2 D:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Traffic Forecasting\Traffic-Growth-Projections 1/11/2021 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2023 Estimated Background Traffic Appendix E E-2 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: 2023 Estimated Total Traffic Appendix E E-3 Capacity & Level-of-Service (LOS) Analyses IN THIS SECTION: Intersection Operations Summaries Appendix E E-4 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB L WB TR NB L NB T NB R SB L SB TR Level of Service (LOS)B B C B B C B B B B B B Delay (sec/veh)17.7 15.1 20.9 19.1 16.9 24.3 18.1 18.0 13.2 12.6 15.0 13.4 Entry Volume (veh/hr)2,286 556 26 783 298 13 610 189 85 13 73 196 Volume-to-Capacity Ratio (v/c)0.484 0.248 0.105 0.662 0.426 0.080 0.512 0.439 0.137 0.021 0.156 0.162 HCM 95% Max Queue Length (veh)0.8 8.8 5.3 0.4 14.0 4.7 1.6 0.2 1.6 3.6 HCM 95% Max Queue Length (ft)19 221 132 11 350 117 41 5 39 91 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C C C C B D B D C C C C Delay (sec/veh)22.4 27.8 23.6 22.3 18.1 39.7 18.2 35.9 22.5 21.3 26.5 23.0 Entry Volume (veh/hr)2,985 709 33 1,090 406 29 718 243 101 21 93 251 Volume-to-Capacity Ratio (v/c)0.543 0.390 0.125 0.727 0.459 0.258 0.475 0.730 0.179 0.037 0.245 0.229 HCM 95% Max Queue Length (veh)1.2 16.3 8.6 1.7 19.9 10.2 3.5 0.6 3.7 8.5 HCM 95% Max Queue Length (ft)31 408 216 43 497 254 87 15 92 213 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C C C C C D C D C C C C Delay (sec/veh)24.6 29.5 26.3 24.9 20.2 44.9 20.2 40.0 22.7 21.4 26.8 23.0 Entry Volume (veh/hr)3,020 736 33 1,095 409 29 718 266 105 21 93 251 Volume-to-Capacity Ratio (v/c)0.558 0.407 0.131 0.746 0.473 0.280 0.485 0.765 0.177 0.036 0.236 0.217 HCM 95% Max Queue Length (veh)1.4 18.1 9.5 1.9 21.7 12.0 3.8 0.6 3.8 8.9 HCM 95% Max Queue Length (ft)35 453 238 48 543 301 95 15 96 222 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C C C C B D B D C B C C Delay (sec/veh)25.4 33.9 25.6 24.6 19.8 43.5 19.8 44.1 20.5 19.4 29.2 32.4 Entry Volume (veh/hr)2,985 709 33 1,090 406 29 718 243 101 21 93 251 Volume-to-Capacity Ratio (v/c)0.602 0.532 0.135 0.766 0.488 0.280 0.501 0.764 0.169 0.035 0.276 0.590 HCM 95% Max Queue Length (veh)1.3 17.0 9.0 1.8 20.6 5.8 3.3 0.6 3.8 9.1 HCM 95% Max Queue Length (ft)33 425 224 45 514 146 82 14 96 227 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C C C C C D C D C B C C Delay (sec/veh)26.1 34.5 26.3 25.4 20.4 45.2 20.3 44.1 20.5 19.3 29.8 33.2 Entry Volume (veh/hr)3,020 736 33 1,095 409 29 718 266 105 21 93 251 Volume-to-Capacity Ratio (v/c)0.611 0.546 0.137 0.776 0.496 0.288 0.505 0.779 0.173 0.035 0.280 0.597 HCM 95% Max Queue Length (veh)1.3 17.5 9.2 1.9 21.0 6.4 3.4 0.6 3.9 9.2 HCM 95% Max Queue Length (ft)33 437 230 47 524 159 86 14 98 231 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Background Traffic Mitigation 2023 Estimated Total Traffic Mitigation MITIGATION MEASURE ANALYSES Mitigation analyses below include conversion of the southbound, Fowler Avenue approach to have (1) left-turn lane and (1) shared thru-right turn lane separated by a painted median; modification of the northbound, Fowler Avenue approach to include (2) left-turn lanes, (1) thru lane, and (1) right-turn lane; and slight revisions to the traffic signal cycle length for the AM peak period from 120 to 115 seconds. Huffine Lane (US Highway 191) & Fowler Avenue Intersection Operations Summary Fowler AvenueIntersection Operations Total Minor Approach(es) Huffine Lane (US Highway 191) Huffine Lane (US Highway 191)Fowler Avenue 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-01_Ops-Summary_Huffine-Ln+Fowler-Ave 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB L WB TR NB L NB T NB R SB L SB TR Level of Service (LOS)C C C C B C C C B B C B Delay (sec/veh)22.0 23.7 32.4 20.1 17.5 28.4 22.7 28.3 19.3 17.6 23.7 17.8 Entry Volume (veh/hr)3,068 811 47 886 329 25 970 380 184 38 93 116 Volume-to-Capacity Ratio (v/c)0.549 0.466 0.248 0.598 0.369 0.136 0.640 0.770 0.276 0.058 0.237 0.091 HCM 95% Max Queue Length (veh)2.0 11.1 6.2 1.0 25.4 11.9 5.0 0.8 3.0 2.9 HCM 95% Max Queue Length (ft)50 278 156 24 635 298 125 21 74 73 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)D D E C C E D E C C D C Delay (sec/veh)40.0 50.7 70.6 32.3 26.9 60.7 38.8 74.3 28.1 25.3 36.2 25.6 Entry Volume (veh/hr)3,765 993 51 1,061 387 47 1,226 477 214 51 111 140 Volume-to-Capacity Ratio (v/c)0.657 0.574 0.459 0.685 0.416 0.395 0.773 0.959 0.292 0.072 0.291 0.099 HCM 95% Max Queue Length (veh)4.4 22.0 11.3 3.8 54.5 30.4 8.6 1.9 5.8 5.8 HCM 95% Max Queue Length (ft)109 549 282 94 1,363 759 215 47 144 146 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)D D E C C E D F C C D C Delay (sec/veh)41.3 55.0 70.6 32.6 27.1 62.2 38.8 82.7 28.2 25.3 36.6 25.7 Entry Volume (veh/hr)3,810 1,015 51 1,076 395 47 1,226 491 218 51 114 141 Volume-to-Capacity Ratio (v/c)0.665 0.594 0.459 0.694 0.424 0.406 0.773 0.989 0.298 0.072 0.301 0.100 HCM 95% Max Queue Length (veh)4.4 22.4 11.5 3.8 54.5 32.8 8.8 1.9 5.9 5.9 HCM 95% Max Queue Length (ft)109 559 288 95 1,363 820 219 47 148 147 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C D D C C D C D C C D D Delay (sec/veh)32.3 43.3 53.3 25.3 21.1 46.5 30.5 52.9 26.8 24.1 43.9 42.3 Entry Volume (veh/hr)3,765 993 51 1,061 387 47 1,226 477 214 51 111 140 Volume-to-Capacity Ratio (v/c)0.640 0.589 0.388 0.658 0.400 0.343 0.743 0.861 0.320 0.079 0.425 0.387 HCM 95% Max Queue Length (veh)3.4 17.6 9.2 3.0 43.8 11.8 7.8 1.7 5.8 6.6 HCM 95% Max Queue Length (ft)86 441 230 74 1,096 296 194 42 145 164 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 Level of Service (LOS)C D E C C D C D C C D D Delay (sec/veh)26.1 41.9 55.6 26.4 21.9 49.4 31.8 51.0 25.6 23.0 42.9 41.2 Entry Volume (veh/hr)3,810 1,015 51 1,076 395 47 1,226 491 218 51 114 141 Volume-to-Capacity Ratio (v/c)0.611 0.589 0.407 0.683 0.417 0.365 0.761 0.859 0.319 0.077 0.430 0.382 HCM 95% Max Queue Length (veh)3.5 18.1 9.4 3.0 44.3 11.8 7.6 1.6 5.8 6.4 HCM 95% Max Queue Length (ft)87 452 236 76 1,108 296 191 40 145 161 Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Background Traffic Mitigation 2023 Estimated Total Traffic Mitigation MITIGATION MEASURE ANALYSES Mitigation analyses below include conversion of the southbound, Fowler Avenue approach to have (1) left-turn lane and (1) shared thru-right turn lane separated by a painted median; modification of the northbound, Fowler Avenue approach to include (2) left-turn lanes, (1) thru lane, and (1) right-turn lane; and slight revisions to the traffic signal cycle length for the M peak period from 150 to 140 seconds. Intersection Operations Summary Huffine Lane (US Highway 191) & Fowler Avenue Intersection Operations Huffine Lane (US Highway 191) Huffine Lane (US Highway 191)Fowler Avenue Fowler Avenue Total Minor Approach(es) 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-01_Ops-Summary_Huffine-Ln+Fowler-Ave 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB R WB TR NB L NB T NB TR SB L SB T SB TR Level of Service (LOS)A B C A A A A A Delay (sec/veh)2.4 10.0 17.0 9.6 0.0 5.0 8.1 0.0 Entry Volume (veh/hr)746 79 4 75 159 58 90 360 Volume-to-Capacity Ratio (v/c)0.09 0.11 0.02 0.12 0.09 0.04 0.10 0.10 HCM 95% Max Queue Length (veh)0.1 0.4 0.0 0.0 0.3 0.0 HCM 95% Max Queue Length (ft)25 25 0 0 25 0 Available Queue Storage (ft)100 230 250 250 200 585 Level of Service (LOS)A C E C D A A A A A A A Delay (sec/veh)3.7 16.2 40.7 21.3 25.4 10.0 8.8 0.0 5.0 8.4 0.0 5.0 Entry Volume (veh/hr)969 118 19 8 4 87 5 194 71 111 400 70 Volume-to-Capacity Ratio (v/c)0.10 0.14 0.20 0.05 0.03 0.14 0.01 0.11 0.05 0.12 0.11 0.02 HCM 95% Max Queue Length (veh)0.7 0.1 0.1 0.5 0.0 0.0 0.0 0.4 0.0 0.0 HCM 95% Max Queue Length (ft)25 25 25 25 0 0 0 25 0 0 Available Queue Storage (ft)250 100 100 230 250 250 250 200 585 585 Level of Service (LOS)A C E C D B A A A A A A Delay (sec/veh)3.9 15.9 43.1 21.6 26.0 10.2 8.9 0.0 5.0 8.5 0.0 5.0 Entry Volume (veh/hr)999 136 19 8 4 105 5 201 73 111 402 71 Volume-to-Capacity Ratio (v/c)0.11 0.16 0.21 0.05 0.03 0.17 0.01 0.11 0.05 0.12 0.11 0.02 HCM 95% Max Queue Length (veh)0.8 0.1 0.1 0.6 0.0 0.0 0.0 0.4 0.0 0.0 HCM 95% Max Queue Length (ft)25 25 25 25 0 0 0 25 0 0 Available Queue Storage (ft)250 100 100 230 250 250 250 200 585 585 WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic Technology Boulevard West 2020 Current Daily Traffic Conditions Fowler Avenue & Technology Boulevard West Intersection Operations Summary Fowler AvenueIntersection Operations Total Minor Approach(es) Technology Boulevard West Fowler Avenue Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-02_Ops-Summary_Fowler-Ave+Technology-Blvd-W 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB TR WB L WB R WB TR NB L NB T NB TR SB L SB T SB TR Level of Service (LOS)A B C B A A A A Delay (sec/veh)5.3 12.0 22.3 11.8 0.0 5.0 8.7 0.0 Entry Volume (veh/hr)1,063 284 5 279 242 92 206 239 Volume-to-Capacity Ratio (v/c)0.18 0.36 0.03 0.37 0.13 0.06 0.19 0.07 HCM 95% Max Queue Length (veh)0.1 1.7 0.0 0.0 0.7 0.0 HCM 95% Max Queue Length (ft)25 43 0 0 25 0 Available Queue Storage (ft)100 230 250 250 200 585 Level of Service (LOS)A B D D C B B A A B A A Delay (sec/veh)7.4 14.8 32.9 27.0 18.7 12.6 10.6 0.0 5.0 14.0 0.0 5.0 Entry Volume (veh/hr)1,285 367 29 12 5 321 6 294 110 229 237 42 Volume-to-Capacity Ratio (v/c)0.24 0.39 0.20 0.08 0.02 0.43 0.01 0.16 0.07 0.39 0.07 0.01 HCM 95% Max Queue Length (veh)0.7 0.2 0.1 2.2 0.0 0.0 0.0 1.8 0.0 0.0 HCM 95% Max Queue Length (ft)25 25 25 55 0 0 0 45 0 0 Available Queue Storage (ft)100 230 100 230 250 250 250 200 585 585 Level of Service (LOS)A B D D C B B A A B A A Delay (sec/veh)7.4 15.0 34.0 27.7 18.7 12.8 10.6 0.0 5.0 14.0 0.0 5.0 Entry Volume (veh/hr)1,312 379 29 12 5 333 6 299 111 231 243 43 Volume-to-Capacity Ratio (v/c)0.25 0.41 0.21 0.08 0.02 0.45 0.01 0.17 0.07 0.39 0.07 0.01 HCM 95% Max Queue Length (veh)0.7 0.2 0.1 2.3 0.0 0.0 0.0 1.9 0.0 0.0 HCM 95% Max Queue Length (ft)25 25 25 58 0 0 0 48 0 0 Available Queue Storage (ft)100 230 100 230 250 250 250 200 585 585 WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic Technology Boulevard West 2020 Current Daily Traffic Conditions Intersection Operations Summary Fowler Avenue & Technology Boulevard West Intersection Operations Technology Boulevard West Fowler Avenue Fowler Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-02_Ops-Summary_Fowler-Ave+Technology-Blvd-W 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)7.1 16.1 7.9 5.0 16.1 Entry Volume (veh/hr)636 23 364 249 23 Volume-to-Capacity Ratio (v/c)0.07 0.09 0.00 0.17 0.09 HCM 95% Max Queue Length (veh)0.0 0.0 0.3 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 Level of Service (LOS)A C A A C Delay (sec/veh)7.3 21.1 8.1 5.0 21.1 Entry Volume (veh/hr)811 26 478 307 26 Volume-to-Capacity Ratio (v/c)0.08 0.14 0.00 0.20 0.14 HCM 95% Max Queue Length (veh)0.0 0.0 0.5 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 Level of Service (LOS)A C A A C Delay (sec/veh)7.4 21.3 8.1 5.0 21.3 Entry Volume (veh/hr)824 28 481 315 28 Volume-to-Capacity Ratio (v/c)0.09 0.15 0.00 0.21 0.15 HCM 95% Max Queue Length (veh)0.0 0.0 0.5 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Harmon Stream Boulevard Intersection Operations Total Minor Approach(es) West Garfield Street West Garfield Street 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions West Garfield Street & Harmon Stream Boulevard Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-03_Ops-Summary_W-Garfield-St+Harmon-Stream-Blvd 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)7.2 16.2 8.3 5.0 16.2 Entry Volume (veh/hr)732 75 242 415 75 Volume-to-Capacity Ratio (v/c)0.18 0.21 0.00 0.28 0.21 HCM 95% Max Queue Length (veh)0.0 0.0 0.8 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 Level of Service (LOS)A C A A C Delay (sec/veh)7.3 16.8 8.4 5.0 16.8 Entry Volume (veh/hr)760 75 251 434 75 Volume-to-Capacity Ratio (v/c)0.19 0.22 0.00 0.29 0.22 HCM 95% Max Queue Length (veh)0.0 0.0 0.8 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 Level of Service (LOS)A C A A C Delay (sec/veh)7.3 17.0 8.4 5.0 17.0 Entry Volume (veh/hr)774 76 258 440 76 Volume-to-Capacity Ratio (v/c)0.19 0.23 0.00 0.29 0.23 HCM 95% Max Queue Length (veh)0.0 0.0 0.9 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)500 1,130 290 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary West Garfield Street & Harmon Stream Boulevard Intersection Operations West Garfield Street West Garfield Street Harmon Stream Boulevard Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-03_Ops-Summary_W-Garfield-St+Harmon-Stream-Blvd 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LR EB LTR WB LTR NB LT NB LTR SB TR SB LTR Level of Service (LOS)A A A A A Delay (sec/veh)6.5 8.9 8.9 7.4 5.0 Entry Volume (veh/hr)108 28 28 21 59 Volume-to-Capacity Ratio (v/c)0.03 0.04 0.04 0.01 0.04 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)145 365 175 Level of Service (LOS)A A A A A A Delay (sec/veh)7.9 9.2 9.2 8.9 7.4 7.3 Entry Volume (veh/hr)118 35 32 3 21 62 Volume-to-Capacity Ratio (v/c)0.02 0.05 0.05 0.00 0.01 0.00 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)146 146 366 176 Level of Service (LOS)A A A A A A Delay (sec/veh)8.1 9.6 9.6 9.5 7.4 7.3 Entry Volume (veh/hr)164 53 32 21 38 73 Volume-to-Capacity Ratio (v/c)0.02 0.04 0.05 0.03 0.02 0.01 HCM 95% Max Queue Length (veh)0.2 0.1 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 25 0 Available Queue Storage (ft)146 146 366 176 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LR = Left-Right; LT = Left-Thru; TR = Thru-Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Harmon Stream Boulevard Intersection Operations Total Minor Approach(es) Technology Boulevard West Technology Boulevard West Harmon Stream Boulevard 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Harmon Stream Boulevard & Technology Boulevard West Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-04_Ops-Summary_Harmon-Stream-Blvd+Technology-Blvd-W 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LR EB LTR WB LTR NB LT NB LTR SB TR SB LTR Level of Service (LOS)A A A A A Delay (sec/veh)7.3 9.8 9.8 7.6 5.0 Entry Volume (veh/hr)217 66 66 66 85 Volume-to-Capacity Ratio (v/c)0.06 0.10 0.10 0.04 0.06 HCM 95% Max Queue Length (veh)0.3 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 0 Available Queue Storage (ft)145 365 175 Level of Service (LOS)A B B A A A Delay (sec/veh)8.4 10.2 10.3 9.7 7.5 7.3 Entry Volume (veh/hr)239 88 72 16 66 85 Volume-to-Capacity Ratio (v/c)0.05 0.10 0.12 0.03 0.04 0.00 HCM 95% Max Queue Length (veh)0.4 0.1 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 25 0 Available Queue Storage (ft)146 146 366 176 Level of Service (LOS)A B B B A A Delay (sec/veh)8.6 10.9 11.2 10.2 7.6 7.3 Entry Volume (veh/hr)295 103 74 29 77 115 Volume-to-Capacity Ratio (v/c)0.05 0.11 0.14 0.05 0.04 0.01 HCM 95% Max Queue Length (veh)0.5 0.2 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 25 0 Available Queue Storage (ft)146 146 366 176 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LR = Left-Right; LT = Left-Thru; TR = Thru-Right; and LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary Harmon Stream Boulevard & Technology Boulevard West Intersection Operations Technology Boulevard West Technology Boulevard West Harmon Stream Boulevard Harmon Stream BoulevardTotal Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-04_Ops-Summary_Harmon-Stream-Blvd+Technology-Blvd-W 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LTR WB LTR NB LTR SB LTR Level of Service (LOS)A A A A A A Delay (sec/veh)7.9 9.4 9.4 9.5 7.4 7.3 Entry Volume (veh/hr)158 41 38 3 24 93 Volume-to-Capacity Ratio (v/c)0.01 0.06 0.06 0.00 0.00 0.00 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 Level of Service (LOS)A A A A A A Delay (sec/veh)7.9 9.6 9.6 9.6 7.5 7.3 Entry Volume (veh/hr)179 44 41 3 28 107 Volume-to-Capacity Ratio (v/c)0.01 0.06 0.06 0.00 0.00 0.00 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 Level of Service (LOS)A A A A A A Delay (sec/veh)7.9 9.8 9.8 9.9 7.5 7.3 Entry Volume (veh/hr)207 44 41 3 45 118 Volume-to-Capacity Ratio (v/c)0.01 0.07 0.07 0.01 0.00 0.00 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Harmon Stream Boulevard Intersection Operations Total Minor Approach(es) Rosauers / Bank of Bozeman Access Private Driveway Access Harmon Stream Boulevard 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Harmon Stream Boulevard & Rosauers / Bank of Bozeman / Private Driveway Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-05_Ops-Summary_Harmon-Stream-Blvd+Rosauers-Access 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB LTR WB LTR NB LTR SB LTR Level of Service (LOS)A B B B A A Delay (sec/veh)8.1 10.2 10.2 10.2 7.6 7.3 Entry Volume (veh/hr)293 76 70 6 62 155 Volume-to-Capacity Ratio (v/c)0.03 0.09 0.10 0.01 0.00 0.01 HCM 95% Max Queue Length (veh)0.3 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 Level of Service (LOS)A B B B A A Delay (sec/veh)8.2 10.4 10.4 10.4 7.6 7.4 Entry Volume (veh/hr)317 79 73 6 73 165 Volume-to-Capacity Ratio (v/c)0.03 0.10 0.11 0.01 0.00 0.01 HCM 95% Max Queue Length (veh)0.4 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 Level of Service (LOS)A B B B A A Delay (sec/veh)8.2 10.9 10.9 10.8 7.7 7.4 Entry Volume (veh/hr)359 79 73 6 85 195 Volume-to-Capacity Ratio (v/c)0.03 0.11 0.12 0.01 0.00 0.01 HCM 95% Max Queue Length (veh)0.4 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)115 115 175 60 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary Harmon Stream Boulevard & Rosauers / Bank of Bozeman / Private Driveway Intersection Operations Rosauers / Bank of Bozeman Access Private Driveway Access Harmon Stream Boulevard Harmon Stream Boulevard Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-05_Ops-Summary_Harmon-Stream-Blvd+Rosauers-Access 1/19/2021 Traffic Analysis Scenario Control Performance Measure WB LR NB TR SB LT Level of Service (LOS)A A A A A Delay (sec/veh)7.5 9.9 9.9 5.0 7.4 Entry Volume (veh/hr)224 62 62 52 110 Volume-to-Capacity Ratio (v/c)0.05 0.09 0.09 0.03 0.04 HCM 95% Max Queue Length (veh)0.3 0.0 0.1 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 Level of Service (LOS)A B B A A Delay (sec/veh)7.6 10.2 10.2 5.0 7.5 Entry Volume (veh/hr)260 66 66 59 135 Volume-to-Capacity Ratio (v/c)0.06 0.10 0.10 0.04 0.05 HCM 95% Max Queue Length (veh)0.3 0.0 0.2 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 Level of Service (LOS)A B B A A Delay (sec/veh)7.5 10.4 10.4 5.0 7.5 Entry Volume (veh/hr)288 66 66 76 146 Volume-to-Capacity Ratio (v/c)0.06 0.10 0.10 0.05 0.05 HCM 95% Max Queue Length (veh)0.4 0.0 0.2 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Harmon Stream Boulevard Intersection Operations Total Minor Approach(es) Jewelry Studio / Nova Urgent Care Access Harmon Stream Boulevard 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Harmon Stream Boulevard & Jewelry Studio / Nova Urgent Care Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-06_Ops-Summary_Harmon-Stream-Blvd+Jewelry-Studio-Access 1/19/2021 Traffic Analysis Scenario Control Performance Measure WB LR NB TR SB LT Level of Service (LOS)A B B A A Delay (sec/veh)7.3 10.6 10.6 5.0 7.5 Entry Volume (veh/hr)342 67 67 110 165 Volume-to-Capacity Ratio (v/c)0.06 0.10 0.10 0.07 0.04 HCM 95% Max Queue Length (veh)0.3 0.0 0.1 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 Level of Service (LOS)A B B A A Delay (sec/veh)7.3 10.9 10.9 5.0 7.6 Entry Volume (veh/hr)372 69 69 124 179 Volume-to-Capacity Ratio (v/c)0.07 0.11 0.11 0.08 0.04 HCM 95% Max Queue Length (veh)0.4 0.0 0.1 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 Level of Service (LOS)A B B A A Delay (sec/veh)7.4 11.4 11.4 5.0 7.6 Entry Volume (veh/hr)414 69 69 136 209 Volume-to-Capacity Ratio (v/c)0.07 0.12 0.12 0.09 0.04 HCM 95% Max Queue Length (veh)0.4 0.0 0.1 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)125 60 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary Harmon Stream Boulevard & Jewelry Studio / Nova Urgent Care Access Intersection Operations Jewelry Studio / Nova Urgent Care Access Harmon Stream Boulevard Harmon Stream BoulevardTotal Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-06_Ops-Summary_Harmon-Stream-Blvd+Jewelry-Studio-Access 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB TR WB L WB T WB TR NB LTR SB LTR Level of Service (LOS)A B A A A B A A B B Delay (sec/veh)3.5 11.5 9.0 0.0 5.0 10.2 0.0 5.0 11.7 10.9 Entry Volume (veh/hr)1,622 78 40 391 438 63 301 311 59 19 Volume-to-Capacity Ratio (v/c)0.21 0.08 0.04 0.22 0.29 0.09 0.17 0.21 0.10 0.03 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 0.3 0.0 0.0 0.3 0.1 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 25 25 Available Queue Storage (ft)200 770 770 260 760 760 170 100 Level of Service (LOS)A B A A A B A A B C Delay (sec/veh)3.7 14.5 9.5 0.0 5.0 12.5 0.0 5.0 14.2 15.6 Entry Volume (veh/hr)2,113 91 49 545 610 82 363 373 70 21 Volume-to-Capacity Ratio (v/c)0.29 0.14 0.06 0.30 0.41 0.15 0.20 0.25 0.16 0.06 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 0.5 0.0 0.0 0.6 0.2 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 25 25 Available Queue Storage (ft)200 770 770 260 760 760 170 100 Level of Service (LOS)A B A A A B A A B C Delay (sec/veh)3.8 15.1 9.5 0.0 5.0 12.6 0.0 5.0 14.8 16.2 Entry Volume (veh/hr)2,141 108 49 545 615 88 363 373 87 21 Volume-to-Capacity Ratio (v/c)0.29 0.17 0.06 0.30 0.41 0.16 0.20 0.25 0.20 0.06 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 0.6 0.0 0.0 0.7 0.2 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 25 25 Available Queue Storage (ft)200 770 770 260 760 760 170 100 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; TR = Thru-Right; and LTR = Left-Through-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Gallatin Valley Mall Access Intersection Operations Total Minor Approach(es) Huffine Lane (US Highway 191) Harmon Stream Boulevard Huffine Lane (US Highway 191) 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Huffine Lane (US 191) & Harmon Stream Boulevard / Gallatin Valley Mall Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-07_Ops-Summary_Huffine-Ln+Harmon-Stream-Blvd 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB TR WB L WB T WB TR NB LTR SB LTR Level of Service (LOS)A B B A A B A A B B Delay (sec/veh)4.3 14.0 10.5 0.0 5.0 11.4 0.0 5.0 14.2 13.7 Entry Volume (veh/hr)2,252 221 54 454 509 109 446 459 112 109 Volume-to-Capacity Ratio (v/c)0.27 0.23 0.08 0.25 0.34 0.17 0.25 0.31 0.23 0.22 HCM 95% Max Queue Length (veh)0.3 0.0 0.0 0.6 0.0 0.0 0.9 0.8 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 25 25 Available Queue Storage (ft)200 770 770 260 760 760 170 100 Level of Service (LOS)A C B A A B A A C D Delay (sec/veh)5.2 23.7 12.2 0.0 5.0 13.2 0.0 5.0 19.8 27.6 Entry Volume (veh/hr)2,766 253 58 552 613 119 578 593 128 125 Volume-to-Capacity Ratio (v/c)0.35 0.41 0.11 0.31 0.41 0.22 0.32 0.40 0.36 0.46 HCM 95% Max Queue Length (veh)0.4 0.0 0.0 0.9 0.0 0.0 1.6 2.3 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 40 58 Available Queue Storage (ft)200 770 770 260 760 760 170 100 Level of Service (LOS)A D B A A B A A C E Delay (sec/veh)6.0 30.9 12.2 0.0 5.0 13.8 0.0 5.0 21.0 42.0 Entry Volume (veh/hr)2,808 265 58 552 631 131 578 593 140 125 Volume-to-Capacity Ratio (v/c)0.36 0.49 0.11 0.31 0.42 0.25 0.32 0.40 0.40 0.59 HCM 95% Max Queue Length (veh)0.4 0.0 0.0 1.0 0.0 0.0 1.9 3.4 HCM 95% Max Queue Length (ft)25 0 0 25 0 0 48 85 Available Queue Storage (ft)200 770 770 260 760 760 170 100 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; TR = Thru-Right; and LTR = Left-Through-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary Huffine Lane (US 191) & Harmon Stream Boulevard / Gallatin Valley Mall Access Intersection Operations Huffine Lane (US Highway 191) Harmon Stream Boulevard Gallatin Valley Mall AccessTotal Minor Approach(es) Huffine Lane (US Highway 191) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-07_Ops-Summary_Huffine-Ln+Harmon-Stream-Blvd 1/19/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB L WB TR NB L NB TR SB L SB T SB R Level of Service (LOS)B C C B B C B C B C C C Delay (sec/veh)18.8 30.2 20.5 17.8 11.1 22.6 17.5 32.9 16.0 20.7 21.6 21.6 Entry Volume (veh/hr)1,609 233 12 541 287 45 491 189 22 12 6 4 Volume-to-Capacity Ratio (v/c)0.360 0.369 0.034 0.410 0.274 0.159 0.363 0.449 0.035 0.024 0.013 0.008 HCM 95% Max Queue Length (veh)0.3 6.0 3.6 1.2 10.8 3.1 0.4 0.3 0.2 0.1 HCM 95% Max Queue Length (ft)7 149 91 29 271 77 11 7 4 2 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 Level of Service (LOS)C C C C B C B C B B C C Delay (sec/veh)20.5 30.9 23.1 20.1 12.5 28.8 18.9 34.4 16.2 20.0 21.3 21.3 Entry Volume (veh/hr)2,100 295 15 750 392 54 594 231 32 17 9 6 Volume-to-Capacity Ratio (v/c)0.479 0.443 0.050 0.579 0.381 0.277 0.447 0.555 0.053 0.035 0.018 0.010 HCM 95% Max Queue Length (veh)0.4 8.6 5.4 1.7 13.4 3.9 0.7 0.4 0.2 0.1 HCM 95% Max Queue Length (ft)10 214 134 42 336 98 18 10 6 3 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 Level of Service (LOS)C C C C B C B C B B C C Delay (sec/veh)20.8 31.0 23.4 20.4 12.7 29.7 19.1 34.6 16.1 19.9 21.2 21.2 Entry Volume (veh/hr)2,127 301 18 764 392 57 595 235 32 17 10 7 Volume-to-Capacity Ratio (v/c)0.487 0.451 0.064 0.593 0.382 0.300 0.450 0.567 0.053 0.034 0.020 0.012 HCM 95% Max Queue Length (veh)0.5 8.8 5.4 1.8 13.6 4.0 0.7 0.4 0.2 0.1 HCM 95% Max Queue Length (ft)13 220 135 46 339 101 18 10 6 3 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary Gallatin Valley Mall AccessIntersection Operations Total Minor Approach(es) Huffine Lane (US Highway 191) West Main Street (US Highway 191) West College Street 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Huffine Lane (US 191) / W. Main St. & W. College St. / Gallatin Valley Mall Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-08_Ops-Summary_Huffine-Ln+W-College-St 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB L WB TR NB L NB TR SB L SB T SB R Level of Service (LOS)C C C C B C C D B B C C Delay (sec/veh)25.0 30.4 31.0 23.8 14.2 33.6 23.5 40.2 17.7 18.1 21.1 21.2 Entry Volume (veh/hr)2,344 568 52 719 254 65 686 302 78 82 47 59 Volume-to-Capacity Ratio (v/c)0.490 0.436 0.221 0.578 0.253 0.328 0.535 0.725 0.116 0.133 0.077 0.083 HCM 95% Max Queue Length (veh)1.8 9.3 4.0 2.3 17.6 5.6 1.8 2.0 1.2 1.2 HCM 95% Max Queue Length (ft)44 233 100 58 439 141 46 49 31 29 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 Level of Service (LOS)C D D C B D C D C C C C Delay (sec/veh)27.5 37.4 35.3 24.8 12.3 39.0 24.6 46.4 22.7 25.5 28.9 29.0 Entry Volume (veh/hr)2,880 691 56 881 302 76 874 385 92 92 55 67 Volume-to-Capacity Ratio (v/c)0.537 0.499 0.263 0.609 0.257 0.422 0.586 0.785 0.144 0.175 0.109 0.113 HCM 95% Max Queue Length (veh)2.3 12.5 4.8 3.3 24.4 8.0 2.8 3.0 2.0 1.8 HCM 95% Max Queue Length (ft)57 312 121 83 611 200 70 75 49 45 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 Level of Service (LOS)C D D C B D C D C C C C Delay (sec/veh)27.6 38.6 35.1 24.6 12.1 39.9 24.4 47.5 23.7 26.6 30.2 30.2 Entry Volume (veh/hr)2,917 702 58 891 302 86 878 393 92 92 58 67 Volume-to-Capacity Ratio (v/c)0.533 0.505 0.265 0.601 0.253 0.470 0.574 0.789 0.146 0.179 0.117 0.115 HCM 95% Max Queue Length (veh)2.4 12.8 4.8 3.9 24.8 8.2 2.9 3.1 2.2 1.9 HCM 95% Max Queue Length (ft)60 319 121 98 619 204 73 78 54 47 Available Queue Storage (ft)330 720 395 475 625 175 235 160 160 100 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary Huffine Lane (US 191) / W. Main St. & W. College St. / Gallatin Valley Mall Access Intersection Operations Huffine Lane (US Highway 191) West Main Street (US Highway 191) West College Street Gallatin Valley Mall Access Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-08_Ops-Summary_Huffine-Ln+W-College-St 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB TR NB R SB R Level of Service (LOS)A B A A A A B A Delay (sec/veh)2.7 10.3 7.7 0.0 0.0 5.0 10.3 9.5 Entry Volume (veh/hr)598 46 6 271 61 214 46 0 Volume-to-Capacity Ratio (v/c)0.13 0.07 0.00 0.15 0.04 0.14 0.07 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.2 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 Level of Service (LOS)A B A A A A B A Delay (sec/veh)2.5 11.2 7.8 0.0 0.0 5.0 11.2 9.8 Entry Volume (veh/hr)773 51 7 363 85 267 50 1 Volume-to-Capacity Ratio (v/c)0.17 0.09 0.01 0.20 0.06 0.18 0.09 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.3 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 Level of Service (LOS)A B A A A A B A Delay (sec/veh)2.6 11.3 7.9 0.0 0.0 5.0 11.3 9.9 Entry Volume (veh/hr)789 59 7 363 89 271 58 1 Volume-to-Capacity Ratio (v/c)0.17 0.10 0.01 0.20 0.06 0.18 0.10 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.3 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary First Interstate Bank Access Intersection Operations Total Minor Approach(es) West College Street South 29th AvenueWest College Street 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions West College Street & South 29th Avenue / First Interstate Bank Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-09_Ops-Summary_W-College-St+S-29th-Ave 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB L EB T EB R WB TR NB R SB R Level of Service (LOS)A B A A A A B B Delay (sec/veh)3.5 10.5 8.2 0.0 0.0 5.0 10.5 10.5 Entry Volume (veh/hr)831 90 10 269 87 375 88 2 Volume-to-Capacity Ratio (v/c)0.18 0.12 0.01 0.15 0.06 0.25 0.12 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.4 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 Level of Service (LOS)A B A A A A B B Delay (sec/veh)3.6 11.2 8.5 0.0 0.0 5.0 11.2 11.3 Entry Volume (veh/hr)1,015 110 11 323 99 472 108 2 Volume-to-Capacity Ratio (v/c)0.23 0.16 0.01 0.18 0.07 0.31 0.16 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.6 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 Level of Service (LOS)A B A A A A B B Delay (sec/veh)3.6 11.2 8.5 0.0 0.0 5.0 11.2 11.3 Entry Volume (veh/hr)1,040 114 11 323 112 480 112 2 Volume-to-Capacity Ratio (v/c)0.23 0.17 0.01 0.18 0.07 0.32 0.17 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.6 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 25 0 Available Queue Storage (ft)60 275 100 150 180 25 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound L = Left; T = Thru; R = Right; and TR = Thru-Right XXX = Queue length exceeds available queue storage An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary West College Street & South 29th Avenue / First Interstate Bank Access Intersection Operations West College Street South 29th Avenue First Interstate Bank Access Total Minor Approach(es) West College Street Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-09_Ops-Summary_W-College-St+S-29th-Ave 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Level of Service (LOS)A A A A A Delay (sec/veh)7.0 9.1 9.1 7.4 5.0 Entry Volume (veh/hr)129 53 53 15 61 Volume-to-Capacity Ratio (v/c)0.05 0.06 0.06 0.01 0.04 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)6.7 9.3 9.3 7.4 5.0 Entry Volume (veh/hr)157 53 53 19 85 Volume-to-Capacity Ratio (v/c)0.06 0.07 0.07 0.01 0.06 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)6.8 9.4 9.4 7.4 5.0 Entry Volume (veh/hr)169 53 53 27 89 Volume-to-Capacity Ratio (v/c)0.05 0.07 0.07 0.01 0.06 HCM 95% Max Queue Length (veh)0.2 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)35 170 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) City Brew / Qdoba Access South 29th Avenue 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions South 29th Avenue & City Brew / Qdoba Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-10_Ops-Summary_S-29th-Ave+City-Brew-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Level of Service (LOS)A A A A A Delay (sec/veh)7.5 9.7 9.7 7.4 5.0 Entry Volume (veh/hr)225 98 98 40 87 Volume-to-Capacity Ratio (v/c)0.08 0.13 0.13 0.02 0.06 HCM 95% Max Queue Length (veh)0.4 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)7.5 9.9 9.9 7.5 5.0 Entry Volume (veh/hr)257 105 105 53 99 Volume-to-Capacity Ratio (v/c)0.09 0.14 0.14 0.02 0.07 HCM 95% Max Queue Length (veh)0.5 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A B B A A Delay (sec/veh)7.5 10.1 10.1 7.5 5.0 Entry Volume (veh/hr)274 105 105 57 112 Volume-to-Capacity Ratio (v/c)0.09 0.15 0.15 0.02 0.07 HCM 95% Max Queue Length (veh)0.5 0.1 0.0 HCM 95% Max Queue Length (ft)25 25 0 Available Queue Storage (ft)35 170 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary South 29th Avenue & City Brew / Qdoba Access Intersection Operations City Brew / Qdoba Access South 29th Avenue South 29th Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-10_Ops-Summary_S-29th-Ave+City-Brew-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Level of Service (LOS)A A A A A Delay (sec/veh)5.9 8.7 8.7 7.3 5.0 Entry Volume (veh/hr)68 3 3 22 43 Volume-to-Capacity Ratio (v/c)0.02 0.00 0.00 0.01 0.03 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)5.8 8.8 8.8 7.4 5.0 Entry Volume (veh/hr)90 3 3 27 60 Volume-to-Capacity Ratio (v/c)0.03 0.00 0.00 0.01 0.04 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)5.9 8.8 8.8 7.4 5.0 Entry Volume (veh/hr)102 3 3 35 64 Volume-to-Capacity Ratio (v/c)0.03 0.00 0.00 0.01 0.04 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 Available Queue Storage (ft)35 170 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) Kohl's Access South 29th Avenue 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions South 29th Avenue & Kohl's Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-11_Ops-Summary_S-29th-Ave+Kohls-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LR NB LT SB TR Level of Service (LOS)A A A A A Delay (sec/veh)6.4 9.0 9.0 7.3 5.0 Entry Volume (veh/hr)107 13 13 44 50 Volume-to-Capacity Ratio (v/c)0.02 0.02 0.02 0.01 0.03 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)6.5 9.0 9.0 7.3 5.0 Entry Volume (veh/hr)128 16 16 57 55 Volume-to-Capacity Ratio (v/c)0.02 0.02 0.02 0.01 0.04 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)35 170 170 Level of Service (LOS)A A A A A Delay (sec/veh)6.5 9.1 9.1 7.4 5.0 Entry Volume (veh/hr)145 16 16 61 68 Volume-to-Capacity Ratio (v/c)0.03 0.02 0.02 0.01 0.05 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 Available Queue Storage (ft)35 170 170 WB = Westbound; NB = Northbound; and SB = Southbound XXX = Queue length exceeds available queue storage LR = Left-Right; TR = Thru-Right; and LT = Left-Thru An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary South 29th Avenue & Kohl's Access Intersection Operations Kohl's Access South 29th Avenue South 29th Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-11_Ops-Summary_S-29th-Ave+Kohls-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LTR WB LTR NB LTR SB LTR Level of Service (LOS)A A A B A A Delay (sec/veh)7.5 9.3 8.7 10.2 7.3 7.4 Entry Volume (veh/hr)76 5 3 2 28 43 Volume-to-Capacity Ratio (v/c)0.01 0.00 0.00 0.00 0.01 0.01 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 Available Queue Storage (ft)285 210 310 260 Level of Service (LOS)A A A A A A Delay (sec/veh)7.7 9.4 9.2 9.8 7.3 7.4 Entry Volume (veh/hr)104 15 11 4 30 59 Volume-to-Capacity Ratio (v/c)0.01 0.02 0.02 0.01 0.01 0.01 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 Available Queue Storage (ft)285 210 310 260 Level of Service (LOS)A A A A A A Delay (sec/veh)7.7 9.5 9.4 9.8 7.3 7.4 Entry Volume (veh/hr)116 21 17 4 32 63 Volume-to-Capacity Ratio (v/c)0.01 0.03 0.03 0.01 0.01 0.01 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)285 210 310 260 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) Technology Boulevard West Technology Boulevard West South 29th Avenue 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions South 29th Avenue & Technology Boulevard West Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-12_Ops-Summary_S-29th-Ave+Technology-Blvd-W 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LTR WB LTR NB LTR SB LTR Level of Service (LOS)A A A A A A Delay (sec/veh)7.6 8.9 8.9 8.9 7.3 7.3 Entry Volume (veh/hr)101 16 9 7 39 46 Volume-to-Capacity Ratio (v/c)0.00 0.01 0.01 0.01 0.00 0.00 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 0 Available Queue Storage (ft)285 210 310 260 Level of Service (LOS)A A A A A A Delay (sec/veh)7.7 9.2 9.3 9.0 7.4 7.3 Entry Volume (veh/hr)128 27 19 8 47 54 Volume-to-Capacity Ratio (v/c)0.01 0.02 0.03 0.01 0.00 0.00 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)285 210 310 260 Level of Service (LOS)A A A A A A Delay (sec/veh)7.8 9.3 9.4 9.1 7.4 7.3 Entry Volume (veh/hr)145 30 22 8 48 67 Volume-to-Capacity Ratio (v/c)0.01 0.02 0.03 0.01 0.00 0.00 HCM 95% Max Queue Length (veh)0.1 0.0 0.0 0.0 HCM 95% Max Queue Length (ft)25 0 0 0 Available Queue Storage (ft)285 210 310 260 EB = Eastbound; WB = Westbound; NB = Northbound; and SB = Southbound LTR = Left-Thru-Right XXX = Queue length exceeds available queue storage Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary South 29th Avenue & Technology Boulevard West Intersection Operations Technology Boulevard West Technology Boulevard West South 29th Avenue South 29th Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-12_Ops-Summary_S-29th-Ave+Technology-Blvd-W 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)7.2 16.7 8.0 5.0 16.7 Entry Volume (veh/hr)694 29 385 280 29 Volume-to-Capacity Ratio (v/c)0.09 0.11 0.01 0.19 0.11 HCM 95% Max Queue Length (veh)0.0 0.0 0.4 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)1,130 615 140 Level of Service (LOS)A C A A C Delay (sec/veh)7.6 22.4 8.3 5.0 22.4 Entry Volume (veh/hr)883 38 502 343 38 Volume-to-Capacity Ratio (v/c)0.11 0.20 0.03 0.23 0.20 HCM 95% Max Queue Length (veh)0.1 0.0 0.7 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)1,130 615 140 Level of Service (LOS)A C A A C Delay (sec/veh)7.7 23.0 8.3 5.0 23.0 Entry Volume (veh/hr)900 39 514 347 39 Volume-to-Capacity Ratio (v/c)0.11 0.20 0.03 0.23 0.20 HCM 95% Max Queue Length (veh)0.1 0.0 0.7 HCM 95% Max Queue Length (ft)25 0 25 Available Queue Storage (ft)1,130 615 140 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) West Garfield Street West Garfield Street 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions West Garfield Street & South 29th Avenue Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-13_Ops-Summary_W-Garfield-St+S-29th-Ave 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)6.9 15.3 8.3 5.0 15.3 Entry Volume (veh/hr)784 48 312 424 48 Volume-to-Capacity Ratio (v/c)0.16 0.13 0.00 0.28 0.13 HCM 95% Max Queue Length (veh)0.0 0.0 0.5 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)1,130 615 140 Level of Service (LOS)A C A A C Delay (sec/veh)7.4 17.9 8.6 5.0 17.9 Entry Volume (veh/hr)929 71 363 495 71 Volume-to-Capacity Ratio (v/c)0.19 0.22 0.00 0.33 0.22 HCM 95% Max Queue Length (veh)0.0 0.0 0.8 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)1,130 615 140 Level of Service (LOS)A C A A C Delay (sec/veh)7.4 18.3 8.6 5.0 18.3 Entry Volume (veh/hr)949 74 370 505 74 Volume-to-Capacity Ratio (v/c)0.20 0.24 0.01 0.34 0.24 HCM 95% Max Queue Length (veh)0.0 0.0 0.9 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)1,130 615 140 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic 2023 Estimated Background Traffic 2020 Current Daily Traffic Conditions Intersection Operations Summary West Garfield Street & South 29th Avenue Intersection Operations West Garfield Street West Garfield Street South 29th Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-13_Ops-Summary_W-Garfield-St+S-29th-Ave 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)7.1 16.2 8.2 5.0 16.2 Entry Volume (veh/hr)831 13 506 312 13 Volume-to-Capacity Ratio (v/c)0.08 0.05 0.00 0.21 0.05 HCM 95% Max Queue Length (veh)0.0 0.0 0.2 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)370 300 30 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) West Garfield Street West Garfield Street West Garfield Street & West Site Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-A_Ops-Summary_W-Garfield-St+W-Site-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A B A A B Delay (sec/veh)6.9 14.5 8.0 5.0 14.5 Entry Volume (veh/hr)835 9 509 317 9 Volume-to-Capacity Ratio (v/c)0.08 0.01 0.00 0.21 0.01 HCM 95% Max Queue Length (veh)0.0 0.0 0.1 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)370 300 30 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary West Garfield Street & West Site Access Intersection Operations West Garfield Street West Garfield Street South 29th Avenue Total Minor Approach(es) Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-A_Ops-Summary_W-Garfield-St+W-Site-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A C A A C Delay (sec/veh)7.0 17.1 8.1 5.0 17.1 Entry Volume (veh/hr)824 6 507 311 6 Volume-to-Capacity Ratio (v/c)0.08 0.03 0.00 0.21 0.03 HCM 95% Max Queue Length (veh)0.0 0.0 0.1 HCM 95% Max Queue Length (ft)0 0 25 Available Queue Storage (ft)300 190 30 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. 2023 Estimated Total Traffic Intersection Operations Summary South 29th Avenue Intersection Operations Total Minor Approach(es) West Garfield Street West Garfield Street West Garfield Street & East Site Access Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-B_Ops-Summary_W-Garfield-St+E-Site-Access 1/20/2021 Traffic Analysis Scenario Control Performance Measure EB LT WB TR SB LR Level of Service (LOS)A B A A B Delay (sec/veh)6.6 13.4 8.0 5.0 13.4 Entry Volume (veh/hr)686 3 367 316 3 Volume-to-Capacity Ratio (v/c)0.10 0.01 0.00 0.21 0.01 HCM 95% Max Queue Length (veh)0.0 0.0 0.0 HCM 95% Max Queue Length (ft)0 0 0 Available Queue Storage (ft)300 190 30 EB = Eastbound; WB = Westbound; and SB = Southbound XXX = Queue length exceeds available queue storage LT = Left-Thru; TR = Thru-Right; and LR = Left-Right An assumed average vehicle delay of 5.0 seconds is utilized for shared, major street through-right turn movements. Average intersection delay and volume-to-capacity ratio for minor approach(es) is a weighted average provided for reference purposes. The Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis does not define overall average delay for the intersection as a whole for two-way or single approach stop-controlled intersections. The volume-to-capacity ratio for major street through movements is defined as being the volume divided by a maximum capacity of 1,800 vehicles per hour per lane, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) The volume-to-capacity ratio for major street right-turn movements is defined as being the volume divided by a maximum capacity of 1,500 vehicles per hour, which is the saturation flow rate as provided in the Highway Capacity Manual, 6th Edition: A Guide for Multimodal Mobility Analysis (Volume 3: Interrupted Flow, Chapter 20 - Two-Way Stop-Controlled Intersections, Exhibit 20-5, Pg. 20-10) A design vehicle length of twenty-five feet (25 ft) is used in the queue length calculations. Intersection Operations Summary West Garfield Street & East Site Access Intersection Operations West Garfield Street West Garfield Street South 29th Avenue Total Minor Approach(es) 2023 Estimated Total Traffic Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-B_Ops-Summary_W-Garfield-St+E-Site-Access 1/20/2021 Appendix F Mitigation Analyses