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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)D D D E C F C E C C C C
Delay (sec/veh)50.5 36.8 45.9 75.9 25.9 110.8 30.0 57.9 23.0 21.7 27.7 23.5
Entry Volume (veh/hr)3,962 837 37 1,533 484 35 1,036 315 116 25 103 278
Volume-to-Capacity Ratio (v/c)0.788 0.462 0.277 1.073 0.577 0.700 0.716 0.880 0.181 0.041 0.251 0.223
HCM 95% Max Queue Length (veh)2.4 44.0 13.2 3.9 39.4 17.8 4.5 0.8 4.6 10.3
HCM 95% Max Queue Length (ft)59 1,100 331 98 986 444 113 20 116 257
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 2,534 300 375 795 265 580 580 190 300
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 2,534 300 375 795 265 580 580 190 300
Level of Service (LOS)D D D D C F C E C C D D
Delay (sec/veh)36.8 47.7 36.3 42.1 20.8 98.0 23.6 55.7 27.0 25.3 40.1 52.2
Entry Volume (veh/hr)3,962 837 37 1,533 484 35 1,036 315 116 25 103 278
Volume-to-Capacity Ratio (v/c)0.763 0.653 0.224 0.971 0.527 0.638 0.648 0.840 0.208 0.047 0.372 0.785
HCM 95% Max Queue Length (veh)2.0 34.3 11.8 3.6 34.6 8.8 4.9 0.9 5.4 13.7
HCM 95% Max Queue Length (ft)51 857 294 91 864 221 122 22 136 342
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 190 300
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.
2040 Estimated
Total Traffic
2040 Estimated
Total Traffic
Mitigation
2023 Estimated
Total Traffic
2023 Estimated
Background Traffic
2020 Current Daily
Traffic Conditions
Huffine Lane (US Highway 191) & Fowler Avenue
Intersection Operations Summary
Weekday, AM Peak Hour
Fowler AvenueIntersection Operations
Total
Minor
Approach(es)
Huffine Lane
(US Highway 191)
Huffine Lane
(US Highway 191)Fowler Avenue
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.
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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 50.8 70.5 32.4 26.9 60.7 38.8 74.5 28.1 25.3 36.2 25.6
Entry Volume (veh/hr)3,765 994 51 1,061 387 47 1,225 477 214 51 111 141
Volume-to-Capacity Ratio (v/c)0.657 0.574 0.458 0.685 0.416 0.395 0.773 0.960 0.292 0.072 0.291 0.100
HCM 95% Max Queue Length (veh)4.4 22.0 11.3 3.8 54.5 30.4 8.6 1.9 5.8 5.9
HCM 95% Max Queue Length (ft)109 550 283 94 1,363 760 215 47 144 147
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300
Level of Service (LOS)D E E C C E D F C C D C
Delay (sec/veh)41.3 55.1 70.5 32.6 27.1 62.2 38.8 83.0 28.2 25.3 36.6 25.7
Entry Volume (veh/hr)3,810 1,016 51 1,076 395 47 1,225 491 218 51 114 142
Volume-to-Capacity Ratio (v/c)0.665 0.594 0.458 0.694 0.424 0.406 0.772 0.990 0.298 0.072 0.300 0.100
HCM 95% Max Queue Length (veh)4.4 22.4 11.5 3.8 54.4 32.8 8.8 1.9 5.9 5.9
HCM 95% Max Queue Length (ft)109 559 288 95 1,361 820 219 47 147 148
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 90 300
Level of Service (LOS)E F F E C F F F C C D C
Delay (sec/veh)78.9 93.4 302.2 75.9 25.9 229.6 89.9 157.0 29.2 26.0 39.2 26.3
Entry Volume (veh/hr)4,987 1,167 56 1,520 468 56 1,720 581 241 61 127 157
Volume-to-Capacity Ratio (v/c)0.919 0.726 1.292 0.968 0.499 1.107 1.070 1.204 0.331 0.086 0.358 0.113
HCM 95% Max Queue Length (veh)8.8 40.2 13.9 7.6 110.6 50.3 9.8 2.3 6.7 6.7
HCM 95% Max Queue Length (ft)221 1,004 348 189 2,766 1,257 244 57 168 168
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)3,765 994 51 1,061 387 47 1,225 477 214 51 111 141
Volume-to-Capacity Ratio (v/c)0.640 0.589 0.387 0.658 0.400 0.343 0.743 0.861 0.320 0.079 0.425 0.389
HCM 95% Max Queue Length (veh)3.4 17.6 9.2 3.0 43.8 11.8 7.7 1.7 5.8 6.6
HCM 95% Max Queue Length (ft)86 441 230 74 1,095 295 193 42 145 165
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 190 300
Level of Service (LOS)C D E C C D C D C C D D
Delay (sec/veh)32.8 41.9 55.5 26.4 21.9 49.4 31.8 51.0 25.6 23.0 42.9 41.2
Entry Volume (veh/hr)3,810 1,016 51 1,076 395 47 1,225 491 218 51 114 142
Volume-to-Capacity Ratio (v/c)0.655 0.589 0.406 0.683 0.417 0.365 0.760 0.859 0.319 0.077 0.430 0.385
HCM 95% Max Queue Length (veh)3.5 18.1 9.4 3.0 44.3 11.8 7.6 1.6 5.8 6.5
HCM 95% Max Queue Length (ft)87 452 236 76 1,107 296 191 40 145 162
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 190 300
Level of Service (LOS)E D F D C F E E C C D D
Delay (sec/veh)58.4 54.6 238.9 42.5 24.3 152.2 73.3 70.9 28.7 25.5 51.1 47.9
Entry Volume (veh/hr)4,987 1,167 56 1,520 468 56 1,720 581 241 61 127 157
Volume-to-Capacity Ratio (v/c)0.876 0.662 1.156 0.937 0.483 0.905 1.036 0.929 0.354 0.092 0.539 0.469
HCM 95% Max Queue Length (veh)7.7 34.0 12.1 6.1 95.2 16.8 9.2 2.1 7.2 7.9
HCM 95% Max Queue Length (ft)193 850 303 153 2,381 419 230 53 181 198
Available Queue Storage (ft)1,267 2,534 300 375 795 265 580 580 190 300
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.
2040 Estimated
Total Traffic
2040 Estimated
Total Traffic
Mitigation
2023 Estimated
Total Traffic
2023 Estimated
Background Traffic
2020 Current Daily
Traffic Conditions
Intersection Operations Summary
Huffine Lane (US Highway 191) & Fowler Avenue Weekday, PM Peak Hour
Intersection Operations Huffine Lane
(US Highway 191)
Huffine Lane
(US Highway 191)Fowler Avenue Fowler Avenue
Total
Minor
Approach(es)
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 150 to 140 seconds.
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TrafficAnalysis 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
Weekday, AM Peak Hour
Fowler AvenueIntersection Operations
Total MinorApproach(es)
Technology
Boulevard West Fowler Avenue
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TrafficAnalysis 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 33.0 27.1 18.7 12.6 10.6 0.0 5.0 14.0 0.0 5.0
Entry Volume (veh/hr)1,288 369 29 12 7 321 6 294 110 230 237 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 1.9 0.0 0.0
HCM 95% Max Queue Length (ft)25 25 25 55 0 0 0 48 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)7.5 15.0 34.1 27.8 18.8 12.8 10.6 0.0 5.0 14.0 0.0 5.0
Entry Volume (veh/hr)1,315 381 29 12 7 333 6 299 111 232 243 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 0.3 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 Weekday, PM Peak Hour
Intersection Operations Technology
Boulevard West Fowler Avenue Fowler Avenue
Total MinorApproach(es)
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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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-03_Ops-Summary_W-Garfield-St+Harmon-Stream-Blvd 3/5/2021
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)7.6 19.7 8.6 5.0 19.7
Entry Volume (veh/hr)867 81 290 496 81
Volume-to-Capacity Ratio (v/c)0.22 0.28 0.00 0.33 0.28
HCM 95% Max Queue Length (veh)0.0 0.0 1.1
HCM 95% Max Queue Length (ft)0 0 28
Available Queue Storage (ft)500 1,130 290
Level of Service (LOS)A C A A C
Delay (sec/veh)7.6 20.1 8.6 5.0 20.1
Entry Volume (veh/hr)881 82 297 502 82
Volume-to-Capacity Ratio (v/c)0.22 0.28 0.00 0.33 0.28
HCM 95% Max Queue Length (veh)0.0 0.0 1.1
HCM 95% Max Queue Length (ft)0 0 28
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 Weekday, PM Peak Hour
Intersection Operations West Garfield
Street
West Garfield
Street
Harmon Stream
Boulevard
Total
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-03_Ops-Summary_W-Garfield-St+Harmon-Stream-Blvd 3/5/2021
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)100 26 26 21 53
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 8.8 7.4 7.3
Entry Volume (veh/hr)110 33 30 3 21 56
Volume-to-Capacity Ratio (v/c)0.01 0.04 0.04 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)7.9 9.6 9.6 9.4 7.5 7.3
Entry Volume (veh/hr)156 36 30 6 53 67
Volume-to-Capacity Ratio (v/c)0.02 0.04 0.05 0.01 0.02 0.00
HCM 95% Max Queue Length (veh)0.1 0.0 0.1 0.0
HCM 95% Max Queue Length (ft)25 0 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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-04_Ops-Summary_Harmon-Stream-Blvd+Technology-Blvd-W 3/5/2021
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)7.2 9.8 9.8 7.6 5.0
Entry Volume (veh/hr)212 64 64 65 83
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)234 86 70 16 65 83
Volume-to-Capacity Ratio (v/c)0.05 0.10 0.11 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)8.5 10.8 11.0 10.2 7.6 7.3
Entry Volume (veh/hr)290 89 72 17 88 113
Volume-to-Capacity Ratio (v/c)0.05 0.11 0.13 0.03 0.05 0.00
HCM 95% Max Queue Length (veh)0.4 0.1 0.2 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 Weekday, PM Peak Hour
Intersection Operations Technology
Boulevard West
Technology
Boulevard West
Harmon Stream
Boulevard
Harmon Stream
BoulevardTotal
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-04_Ops-Summary_Harmon-Stream-Blvd+Technology-Blvd-W 3/5/2021
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 9.7 9.7 9.4 7.5 7.3
Entry Volume (veh/hr)190 48 44 4 29 113
Volume-to-Capacity Ratio (v/c)0.02 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
Level of Service (LOS)A A A A A A
Delay (sec/veh)7.9 9.9 9.9 9.6 7.5 7.3
Entry Volume (veh/hr)218 48 44 4 46 124
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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-05_Ops-Summary_Harmon-Stream-Blvd+Rosauers-Access 3/5/2021
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)296 76 70 6 62 158
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 10.5 10.5 10.2 7.6 7.4
Entry Volume (veh/hr)328 82 75 7 76 170
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
Level of Service (LOS)A B B B A A
Delay (sec/veh)8.2 10.9 10.9 10.6 7.7 7.4
Entry Volume (veh/hr)370 82 75 7 88 200
Volume-to-Capacity Ratio (v/c)0.03 0.12 0.13 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 Weekday, PM Peak Hour
Intersection Operations Rosauers / Bank
of Bozeman Access
Private
Driveway Access
Harmon Stream
Boulevard
Harmon Stream
BoulevardTotal
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-05_Ops-Summary_Harmon-Stream-Blvd+Rosauers-Access 3/5/2021
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)7.7 10.3 10.3 5.0 7.5
Entry Volume (veh/hr)268 71 71 62 135
Volume-to-Capacity Ratio (v/c)0.06 0.11 0.11 0.04 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
Level of Service (LOS)A B B A A
Delay (sec/veh)7.6 10.6 10.6 5.0 7.5
Entry Volume (veh/hr)296 71 71 79 146
Volume-to-Capacity Ratio (v/c)0.07 0.12 0.12 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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-06_Ops-Summary_Harmon-Stream-Blvd+Jewelry-Studio-Access 3/5/2021
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)7.4 11.1 11.1 5.0 7.6
Entry Volume (veh/hr)377 72 72 126 179
Volume-to-Capacity Ratio (v/c)0.07 0.12 0.12 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 11.5 11.5 5.0 7.6
Entry Volume (veh/hr)419 72 72 138 209
Volume-to-Capacity Ratio (v/c)0.07 0.13 0.13 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 Weekday, PM Peak Hour
Intersection Operations Jewelry Studio / Nova
Urgent Care Access
Harmon Stream
Boulevard
Harmon Stream
BoulevardTotal
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-06_Ops-Summary_Harmon-Stream-Blvd+Jewelry-Studio-Access 3/5/2021
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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-07_Ops-Summary_Huffine-Ln+Harmon-Stream-Blvd 3/5/2021
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)2,765 253 58 552 613 119 578 592 128 125
Volume-to-Capacity Ratio (v/c)0.35 0.41 0.11 0.31 0.41 0.22 0.32 0.39 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 30.8 12.2 0.0 5.0 13.8 0.0 5.0 21.0 41.8
Entry Volume (veh/hr)2,807 265 58 552 631 131 578 592 140 125
Volume-to-Capacity Ratio (v/c)0.36 0.49 0.11 0.31 0.42 0.25 0.32 0.39 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 Weekday, PM Peak Hour
Intersection Operations Huffine Lane
(US Highway 191)
Harmon Stream
Boulevard
Gallatin Valley
Mall AccessTotal
Minor
Approach(es)
Huffine Lane
(US Highway 191)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-07_Ops-Summary_Huffine-Ln+Harmon-Stream-Blvd 3/5/2021
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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-08_Ops-Summary_Huffine-Ln+W-College-St 3/5/2021
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)27.4 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)2,879 691 56 881 302 76 873 385 92 92 55 67
Volume-to-Capacity Ratio (v/c)0.537 0.499 0.263 0.609 0.257 0.422 0.585 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)27.8 38.7 35.3 24.8 12.0 40.1 24.6 47.6 23.7 26.8 30.3 30.3
Entry Volume (veh/hr)2,916 702 58 891 302 86 877 393 92 92 58 67
Volume-to-Capacity Ratio (v/c)0.534 0.507 0.266 0.602 0.252 0.472 0.575 0.792 0.146 0.180 0.118 0.116
HCM 95% Max Queue Length (veh)2.4 12.8 4.8 3.9 24.8 8.3 2.9 3.1 2.2 1.9
HCM 95% Max Queue Length (ft)60 320 121 98 620 208 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 Weekday, PM Peak Hour
Intersection Operations Huffine Lane
(US Highway 191)
West Main Street
(US Highway 191)
West College
Street Gallatin Valley Mall Access
Total
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-08_Ops-Summary_Huffine-Ln+W-College-St 3/5/2021
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)2.7 11.4 7.8 0.0 0.0 5.0 11.4 9.8
Entry Volume (veh/hr)791 69 7 363 85 267 68 1
Volume-to-Capacity Ratio (v/c)0.17 0.12 0.01 0.20 0.06 0.18 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 A
Delay (sec/veh)2.8 11.5 7.9 0.0 0.0 5.0 11.5 9.9
Entry Volume (veh/hr)807 77 7 363 89 271 76 1
Volume-to-Capacity Ratio (v/c)0.17 0.13 0.01 0.20 0.06 0.18 0.13 0.00
HCM 95% Max Queue Length (veh)0.0 0.0 0.0 0.0 0.5 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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-09_Ops-Summary_W-College-St+S-29th-Ave 3/5/2021
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)1,014 109 11 323 99 472 107 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 Weekday, PM Peak Hour
Intersection Operations West College
Street
South 29th
Avenue
First Interstate
Bank Access
Total
Minor
Approach(es)
West College Street
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-09_Ops-Summary_W-College-St+S-29th-Ave 3/5/2021
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)6.9 9.4 9.4 7.4 5.0
Entry Volume (veh/hr)178 60 60 33 85
Volume-to-Capacity Ratio (v/c)0.06 0.08 0.08 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)6.9 9.5 9.5 7.4 5.0
Entry Volume (veh/hr)190 60 60 41 89
Volume-to-Capacity Ratio (v/c)0.06 0.08 0.08 0.01 0.06
HCM 95% Max Queue Length (veh)0.3 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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-10_Ops-Summary_S-29th-Ave+City-Brew-Access 3/5/2021
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)261 103 103 59 99
Volume-to-Capacity Ratio (v/c)0.08 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)278 103 103 63 112
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
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 Weekday, PM Peak Hour
Intersection Operations City Brew /
Qdoba Access
South 29th
Avenue
South 29th
Avenue
Total
Minor
Approach(es)
Page 2 of 2
E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-10_Ops-Summary_S-29th-Ave+City-Brew-Access 3/5/2021
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)6.1 8.9 8.9 7.4 5.0
Entry Volume (veh/hr)111 5 5 41 65
Volume-to-Capacity Ratio (v/c)0.03 0.01 0.01 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)6.1 8.9 8.9 7.4 5.0
Entry Volume (veh/hr)123 5 5 49 69
Volume-to-Capacity Ratio (v/c)0.03 0.01 0.01 0.01 0.05
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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-11_Ops-Summary_S-29th-Ave+Kohls-Access 3/5/2021
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)6.6 9.0 9.0 7.3 5.0
Entry Volume (veh/hr)139 18 18 63 58
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)156 18 18 67 71
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 Weekday, PM Peak Hour
Intersection Operations Kohl's Access South 29th
Avenue
South 29th
Avenue
Total
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-11_Ops-Summary_S-29th-Ave+Kohls-Access 3/5/2021
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)7.8 9.3 9.4 9.2 7.4 7.4
Entry Volume (veh/hr)129 26 16 10 38 65
Volume-to-Capacity Ratio (v/c)0.01 0.02 0.02 0.02 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
Level of Service (LOS)A A A A A A
Delay (sec/veh)7.9 9.5 9.6 9.3 7.4 7.4
Entry Volume (veh/hr)141 32 22 10 40 69
Volume-to-Capacity Ratio (v/c)0.02 0.03 0.04 0.02 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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-12_Ops-Summary_S-29th-Ave+Technology-Blvd-W 3/5/2021
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)7.8 9.2 9.3 9.0 7.4 7.3
Entry Volume (veh/hr)142 34 24 10 51 57
Volume-to-Capacity Ratio (v/c)0.01 0.02 0.03 0.01 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)285 210 310 260
Level of Service (LOS)A A A A A A
Delay (sec/veh)7.8 9.3 9.4 9.0 7.4 7.3
Entry Volume (veh/hr)159 37 27 10 52 70
Volume-to-Capacity Ratio (v/c)0.01 0.03 0.04 0.01 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)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 Weekday, PM Peak Hour
Intersection Operations Technology
Boulevard West
Technology
Boulevard West
South 29th
Avenue
South 29th
Avenue
Total
Minor
Approach(es)
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-12_Ops-Summary_S-29th-Ave+Technology-Blvd-W 3/5/2021
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
Weekday, AM Peak Hour
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
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-13_Ops-Summary_W-Garfield-St+S-29th-Ave 3/5/2021
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)930 71 364 495 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)950 74 371 505 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 Weekday, PM Peak Hour
Intersection Operations West Garfield
Street
West Garfield
Street
South 29th
Avenue
Total
Minor
Approach(es)
Page 2 of 2
E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-13_Ops-Summary_W-Garfield-St+S-29th-Ave 3/5/2021
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
Weekday, AM Peak Hour
South 29th
Avenue
Intersection Operations
Total
Minor
Approach(es)
West Garfield
Street
West Garfield
Street
West Garfield Street & West Site Access
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E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-A_Ops-Summary_W-Garfield-St+W-Site-Access 3/5/2021
Traffic
Analysis Scenario Control Performance Measure EB LT WB TR SB LR
Level of Service (LOS)A C A A C
Delay (sec/veh)6.6 15.9 8.6 5.0 15.9
Entry Volume (veh/hr)886 9 371 506 9
Volume-to-Capacity Ratio (v/c)0.20 0.03 0.01 0.34 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)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 Weekday, PM Peak Hour
Intersection Operations West Garfield
Street
West Garfield
Street
South 29th
Avenue
Total
Minor
Approach(es)
Page 2 of 2
E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-A_Ops-Summary_W-Garfield-St+W-Site-Access 3/5/2021
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 17.2 8.2 5.0 17.2
Entry Volume (veh/hr)829 6 511 312 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
Weekday, AM Peak Hour
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
E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-B_Ops-Summary_W-Garfield-St+E-Site-Access 3/5/2021
Traffic
Analysis Scenario Control Performance Measure EB LT WB TR SB LR
Level of Service (LOS)A C A A C
Delay (sec/veh)6.6 16.4 8.6 5.0 16.4
Entry Volume (veh/hr)883 3 371 509 3
Volume-to-Capacity Ratio (v/c)0.20 0.01 0.00 0.34 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.
2023 Estimated
Total Traffic
Intersection Operations Summary
West Garfield Street & East Site Access Weekday, PM Peak Hour
Intersection Operations West Garfield
Street
West Garfield
Street
South 29th
Avenue
Total
Minor
Approach(es)
Page 2 of 2
E:\E5 Engineering PLLC\Projects\20-0100 - Bozeman Gateway Apartments\Traffic Data\Capacity & LOS Analyses\Int-B_Ops-Summary_W-Garfield-St+E-Site-Access 3/5/2021