Loading...
HomeMy WebLinkAboutBozeman-Gateway-PUD_Ph-4-Apts_TIS_20210308_App-E-01 EAVOWEERING, PLLC Appendmix Capacity & Level-of-Service (LOS) Analyses Appendix i y. IN THIS SECTION: Capacity & Level-of-Service (LOS) Analyses Traffic Signal Timing Evaluation � J ERGMEERM0,P`IC Analysis Case: 2019 Existing Conditions - Weekday, AM Peak Hour Major Roadway: Huffine Lane (US Highway 191) Design or Posted Speed Limit: 45 mph Minor Roadway: Fowler Avenue Design or Posted Speed Limit: 25 mph NeededMinimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Signal Facility Type Minimum Green . Satisfy Conditions Walk Interval Duration Phase Type Driver Expectancy(Ge) (PW) Major Arterial High pedestrian volume areas (Speed Limit>40 mph) 10 to 15 seconds (e.g.,schools,central business districts, 10 to 15 seconds sports venues,etc.) Major Arterial 7 to 15 seconds Typical pedestrian volume and longer 7 to 10 seconds Through (Speed Limit<_40 mph) cycle length Movements Typical pedestrian volume and shorter Minor Arterial 4 to 10 seconds cycle length 7 seconds Collector,Local,Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Distance to center of road Left Turns Any 2 to 5 seconds Conditions where older pedestrians are divided by present 3.0 feet per second Source:United States Department of Transportation-Federal Highway Administration,Signal Timing Manual (June 2008) Selected Minimum Green Interval Durations for Selected Pedestrian Walk Interval Intersection Based on Driver Expectancy Huffine Lane (US Highway 191): 15 sec 7 sec Fowler Avenue: 10 sec 7 sec ClearancePedestrian Don't Walk) Duration PC=We/Vp where: PC= Pedestrian Clearance Time(sec) We= Width of Crossing-Curb to Curb(ft) VP= Pedestrian Walking Speed (ft/sec) Design Pedestrian Walking Speed,Vp= 3.5 ft/sec Huffine Lane(US Highway 191) Fowler Avenue Pedestrian Crossing of Fowler Avenue Pedestrian Crossing of Huffine Lane(US Highway 191) Width of Crossing-Curb to Curb,We= 93 ft Width of Crossing-Curb to Curb,We= 93 ft Calculated Pedestrian Calculated Pedestrian Clearance Interval, PC= 26.57 sec Clearance Interval, PC= 26.57 sec Maximum Green Interval Duration GMA_(DHV•C)/(1200•n)+1 where: GMAx-Maximum Green Interval Duration(sec) n= Number of Lanes Served by Subject Phase DHV= Design Hourly Volume Served by Subject Phase(veh/hr) C= Cycle Length(sec) Huffine Lane(US Highway 191) Critical Movement Fowler Avenue Critical Movement DHV= 1,233 veh/hr C= 120 sec n= 2 DHV= 285 veh/hr C= 120 sec n= 1 Calculated Maximum Green Calculated Maximum Green Interval Duration, G MAx = 61.62 sec Interval Duration, G mAx = 28.48 sec Rounded to Nearest Tenth of a Second= 61.6 sec Rounded to Nearest Tenth of a Second= 28.5 sec Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+Fowler-Ave 1/9/2021 Traffic Signal Timing Evaluation � J ERGMEERM0,P`a` Analysis Case: 2019 Existing Conditions - Weekday, AM Peak Hour Major Roadway: Huffine Lane (US Highway 191) Design or Posted Speed Limit: 45 mph Minor Roadway: Fowler Avenue Design or Posted Speed Limit: 25 mph Total Vehicular Clearance Interval YAR=t+V/2d+(W+ L)/V where: YAR=Yellow+All-Red Interval (sec) t= Perception-Reaction Time(sec) = 1.0 sec V=Approach Speed(ft/sec) d= Deceleration Rate(ft/sec2) = 10.0 ft/sec2 W=Width of Intersection(ft) L= Length of Vehicle(ft) = 25 ft Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches V= 45 mph = 66.00 ft/sec W= 146 ft V= 25 mph = 36.67 ft/sec W= 138 ft Yellow+All-Red Clearance Interval, VAR= 6.89 sec Yellow+All-Red Clearance Interval, YAR= 7.28 sec Rounded to Nearest Tenth of a Second= 6.9 sec Rounded to Nearest Tenth of a Second= 7.3 sec All-Red Clearance Interval AR=[(W+L)/V]- 1 where: AR= All-Red Clearance Interval(sec)-Use maximum of2.50 seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches All-Red Clearance Interval,AR= 1.59 sec All-Red Clearance Interval,AR= 2.50 sec Rounded to Nearest Tenth of a Second= 1.6 sec Rounded to Nearest Tenth of a Second= 2.5 sec Yellow Phase Change Interval Y=YAR-AR where: Y=Yellow Phase Change Interval(sec) Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches Yellow Phase Change Interval, Y= 5.30 sec Yellow Phase Change Interval, Y= 4.78 sec Rounded to Nearest Tenth of a Second= 5.3 sec Rounded to Nearest Tenth of a Second= 4.8 sec Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+Fowler-Ave 1/9/2021 'pit I� Traffic Signal Timing Evaluation ERGMEERM0,PLIC Analysis Case. 2019 Existing Conditions - Weekday, PM Peak I lour Major Roadway: Huffine Lane (US Highway 191) Design or Posted Speed Limit: 45 mph Minor Roadway: Fowler Avenue Design or Posted Speed Limit: 25 mph NeededMinimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Signal Facility Type Minimum Green . Satisfy Conditions Walk Interval Duration Phase Type Driver Expectancy(GJ (PW) Major Arterial High pedestrian volume areas (Speed Limit>40 mph) 10 to 15 seconds (e.g.,schools,central business districts, 10 to 15 seconds sports venues,etc.) Major Arterial 7 to 15 seconds Typical pedestrian volume and longer 7 to 10 seconds Through (Speed Limit<_40 mph) cycle length Movements Typical pedestrian volume and shorter Minor Arterial 4 to 10 seconds cycle length 7 seconds Collector,Local,Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Distance to center of road Left Turns Any 2 to 5 seconds Conditions where older pedestrians are divided by present 3.0 feet per second Source:United States Department of Transportation-Federal Highway Administration,Signal Timing Manua/(June 2008) Selected MmImam Green Interval Damfions for 117tersectlon Based on Driver Expect3ney Huffine Lane (US Highway 191): 15 sec 7 sec Fowler Avenue: 10 sec 7 sec ClearancePedestrian Don't Walk) Duration PC=We/Vp where: PC= Pedestrian Clearance Time(sec) We= Width of Crossing-Curb to Curb(ft) VP= Pedestrian Walking Speed (ft/sec) Design Pedestrian Walking Speed,Vp= 3.5 ft/sec Huffine Lane(US Highway 191) Fowler Avenue Pedestrian Crossing of Fowler Avenue Pedestrian Crossing of Hume Lane SUS Highway 191) Width of Crossing-Curb to Curb,We= 93 ft Width of Crossing-Curb to Curb,We= 93 ft Calculated Pedestrian Calculated Pedestrian Clearance Interval, PC= 26.57 sec Clearance Interval, PC= 26.57 sec Maximum Green Interval Duration GMA_(DHV•C)/(1200•n)+1 where: GMAx-Maximum Green Interval Duration(sec) n= Number of Lanes Served by Subject Phase DHV= Design Hourly Volume Served by Subject Phase(veh/hr) C= Cycle Length(sec) Huffine Lane(US Highway 191) Critical Movement Fowler Avenue Critical Movement DHV= 1,193 veh/hr C= 150 sec n= 2 DHV= 468 veh/hr C= 150 sec n= 1 Calculated Maximum Green Calculated Maximum Green Interval Duration, G MAX= 74.53 sec Interval Duration, G MAX= 58.45 sec Rounded to Nearest Tenth of a Second= 74.5 sec Rounded to Nearest Tenth of a Second= 58.5 sec Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+Fowler-Ave_PM 1/10/2021 'pit�� Traffic Signal Timing Evaluation ERGMEERM0,PLIC Analysis Case. 2019 Existing Conditions - Weekday, PM Peak I lour Major Roadway: Huffine Lane (US Highway 191) Design or Posted Speed Limit: 45 mph Minor Roadway: Fowler Avenue Design or Posted Speed Limit: 25 mph Total Vehicular Clearance Interval YAR=t+V/2d+(W+ L)/V where: YAR=Yellow+All-Red Interval (sec) t= Perception-Reaction Time(sec) = 1.0 sec V=Approach Speed(ft/sec) d= Deceleration Rate(ft/sec2) = 10.0 ft/sec2 W=Width of Intersection(ft) L= Length of Vehicle(ft) = 25 ft Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches V= 45 mph = 66.00 ft/sec W= 146 ft V= 25 mph = 36.67 ft/sec W= 138 ft Yellow+All-Red Clearance Interval, YAR= 6.89 sec Yellow+All-Red Clearance Interval, YAR= 7.28 sec Rounded to Nearest Tenth of Second= 6.9 sec Rounded to Nearest Tenth of Second= 7.3 sec All-Red Clearance Interval AR=[(W+L)/V]- 1 where: AR= All-Red Clearance Interval(sec)- Use maximum of2.50seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches All-Red Clearance Interval,AR= 1.59 sec All-Red Clearance Interval,AR= 2.50 sec Rounded to Nearest Tenth of a Second= 1.6 sec Rounded to Nearest Tenth of a Second= 2.5 sec Yellow Phase Change Interval Y=YAR-AR where: Y=Yellow Phase Change Interval(sec) Huffine Lane(US Highway 191)Approaches Fowler Avenue Approaches Yellow Phase Change lntefval, Y= 5.30 sec Yellow Phase Change lntetval, Y= 4.78 sec Rounded to Nearest Tenth of a Second= 5.3 sec Rounded to Nearest Tenth of a Second= 4.8 sec Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+Fowler-Ave_PM 1/10/2021 Bozeman Gateway PUD, Phase 4 Apartments 01/09/21 2020 - Existing Conditions 15:50:50 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.484 (Critical V/C 0.578) Control Delay 17.7 Level of Service B Sq 11 Phase 1 Phase 2 i--- North Cmax= Gmax= 48.5" Gmax= 57.3" 120" Gavg= 26.6" Gavg= 27.0" Cavg= Y+Rc= 7.3" Y+Rc= 6.9" 68" Gmax= 48.5" Gmax= 57.3" Gavg= 26.6" Gavg= 27.0" Y+Rc= 7.3" Y+Rc= 6.9" 6.6" 27.0" 6.6" 27.0" Lane Group vLadnes/ I Max g/C Avg I SatFlo Capcty ivolu me I v/c Delay I S I Model l l SB Approach 13.9 B+ R+ T 24/2 0.404 0.391 3545 1392 225 0.162 13.4 B+ 91 ft L 12/1 0.404 0.391 1257 557 87 0.156 15.0 B 39 ft NB Approach 16.4 B R 12/1 1595 626 13 0.021 12.6 B+ 5 ft T 1211 0.404 0.391 1883 739 101 0.137 13.2 B+ 41 ft L 12/1 0.404 0.391 1160 512 225 0.439 18.0 B 117 ft WB Approach 18.2 B R+ T 24/2 0.477 0.397 3516 1399 717 0.512 18.1 B 350 ft - L 14/1 0.477 0.397 445 187 15 0.080 24.3 C+ 11 rt EB Approach 18.7 B R 12/1 1562 621 265 0.426 16.9 B 132 ft T 24/2 0.477 0.397 3540 1408 932 0.662 19.1 B 221 ft L 14/1 0.477 0.397 775 295 31 0.105 20.9 C+ 19 ft Bozeman Gateway PUD, Phase 4 Apartments 01/09/21 2020 - Existing Conditions 15:58:37 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.549 (Critical V/C 0.735) Control Delay 22.0 Level of Service C+ Sq 11 Phase 1 Phase 2 I + � I `i �- 1____ North Cmax= Gmax= 63.4" Gmax= 72.4" 150" Gavg= 35.2" Gavg= 41.7" Cavg= Y+Rc= 7.3" Y+Rc= 6.9" 91" Gmax= 63.4" Gmax= 72.4" Gavg= 35.2" Gavg= 41.7" Y+Rc= 7.3" Y+Rc= 6.9" 41.7" 5.2" 41.7" Lane Group vLadnes/ I Max g/C Avg I SatFlo Capcty ivolu me I v/c I Delay I S I Model 1 SB Approach 20.5 C+ R+ T 24/2 0.423 0.387 3527 1363 124 0.091 17.8 B 73 ft L 12/1 0.423 0.387 1124 431 102 0.237 23.7 C+ 74 ft NB Approach 24.9 C+ R 12/1 1610 622 36 0.058 17.6 B 21 ft T 12/1 0.423 0.387 1894 732 202 0.276 19.3 B 125 ft L 12/1 0.423 0.387 1277 543 418 0.770 28.3 C 298 ft WB Approach 22.9 C+ R+ T 29/2 0.483 0.458 3592 1644 1052 0.640 22.7 C+ 635 ft L 14/1 0.483 0.458 472 199 27 0.136 28.4 C 24 ft EB Approach 20.0 C+ R 12/1 1605 735 271 0.369 17.5 B 156 ft T 24/2 0.483 0.458 3557 1628 974 0.598 20.1 C+ 278 ft L 14/1 0.483 0.458 559 209 52 0.248 32.4 C 50 ft HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Fowler&Technology Blvd Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street Fowler Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.74 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J�.+ :.lf 4- r A ) i +y1 i f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 1 0 1 0 0 2 0 0 1 2 0 Configuration L R T TR L T Volume(veh/h) 4 75 212 5 0 90 360 Percent Heavy Vehicles(%) 0 1 0 2 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Yes Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.5 6.9 4.1 Critical Headway(sec) 6.80 6.92 4.14 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.31 2.22 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 5 101 122 Capacity,c(veh/h) 306 877 1265 v/c Ratio 0.02 0.12 0.10 95%Queue Length,Q95(veh) 0.1 0.4 0.3 Control Delay(s/veh) 17.0 9.6 8.1 Level of Service(LOS) C A A Approach Delay(s/veh) 10.0 1.6 Approach LOS B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 5:54:45 PM Fowler-Ave+Tech nology-Blvd-W_AM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Fowler&Technology Blvd Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street Fowler Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes 4- r n ) i +yt i Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 1 0 1 0 0 2 0 0 1 2 0 Configuration L R T TR L T Volume(veh/h) 5 279 323 11 0 206 239 Percent Heavy Vehicles(%) 0 0 0 0 Proportion Time Blocked 0.000 0.236 0.000 Percent Grade(%) 0 Right Turn Channelized Yes Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.5 6.9 4.1 Critical Headway(sec) 6.80 6.90 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 5 307 226 Capacity,c(veh/h) 214 833 1203 v/c Ratio 0.03 0.37 0.19 95%Queue Length,Q95(veh) 0.1 1.7 0.7 Control Delay(s/veh) 22.3 11.8 8.7 Level of Service(LOS) C B A Approach Delay(s/veh) 12.0 4.0 Approach LOS B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 6:13:34 PM Fowle r-Ave+Tech n of ogy-Blvd-W_P M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Garfield&Harmon Stream Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West Garfield Street Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.74 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J d '&*1* 10 � x A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume(veh/h) 1 363 216 33 22 1 Percent Heavy Vehicles(%) 0 5 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.45 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.55 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 1 31 Capacity,c(veh/h) 1234 354 v/c Ratio 0.00 0.09 95%Queue Length,Q95(veh) 0.0 0.3 Control Delay(s/veh) 7.9 16.1 Level of Service(LOS) A C Approach Delay(s/veh) 0.0 16.1 Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 7:58:44 PM W-Garfield-St+Harmon-Stream-Blvd AM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Garfield&Harmon Stream Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West Garfield Street Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts I Ex.Conditions Lanes J 4 1 *4. => R_ A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume(veh/h) 2 240 331 84 72 3 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 2 86 Capacity,c(veh/h) 1096 408 v/c Ratio 0.00 0.21 95%Queue Length,Q95(veh) 0.0 0.8 Control Delay(s/veh) 8.3 16.2 Level of Service(LOS) A C Approach Delay(s/veh) 0.1 16.2 Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 8:02:06 PM W-Garfield-St+Harmon-Stream-Blvd PM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon Strm&Technology Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.78 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Ex.Conditions Lanes } r n -t +Yt i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 16 10 13 8 14 39 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.44 6.20 4.16 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.54 3.30 2.25 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 33 17 Capacity,c(veh/h) 947 1508 v/c Ratio 0.04 0.01 95%Queue Length,Q95(veh) 0.1 0.0 Control Delay(s/veh) 8.9 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 8.9 4.6 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 11:53:27 PM Harmon-Stream-Blvd+Tech nology-Blvd-W_AM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon Strm&Technology Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.81 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Ex.Conditions Lanes } r n -t +Yt i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 43 21 46 19 26 55 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.41 6.20 4.16 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.51 3.30 2.25 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 79 57 Capacity,c(veh/h) 823 1468 v/c Ratio 0.10 0.04 95%Queue Length,Q95(veh) 0.3 0.1 Control Delay(s/veh) 9.8 7.6 Level of Service(LOS) A A Approach Delay(s/veh) 9.8 5.4 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/9/2021 11:56:50 PM H a rmon-Stream-Blvd+Tech n ology-Blvd-W_P M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon Strm&Rosauers Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Rosauers Access Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.77 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes 4- r n ) i +yt i Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume(veh/h) 33 0 5 2 1 0 3 19 2 0 46 47 Percent Heavy Vehicles(%) 2 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 7.12 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway(sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.52 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 49 4 4 0 Capacity,c(veh/h) 861 805 1479 1600 v/c Ratio 0.06 0.00 0.00 0.00 95%Queue Length,Q95(veh) 0.2 0.0 0.0 0.0 Control Delay(s/veh) 9.4 9.5 7.4 7.3 Level of Service(LOS) A A A A Approach Delay(s/veh) 9.4 9.5 0.9 0.0 Approach LOS A A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:49:17 AM Harmon-Stream-Blvd+Rosa uers-Access AM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon Strm&Rosauers Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Rosauers Access Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J�.+ :.lf 4- r A1i +Y1 i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume(veh/h) 52 0 18 5 1 0 4 58 0 8 58 89 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway(sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 80 7 5 9 Capacity,c(veh/h) 777 700 1416 1548 v/c Ratio 0.10 0.01 0.00 0.01 95%Queue Length,Q95(veh) 0.3 0.0 0.0 0.0 Control Delay(s/veh) 10.2 10.2 7.6 7.3 Level of Service(LOS) B B A A Approach Delay(s/veh) 10.2 10.2 0.5 0.4 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:54:02 AM Harmon-Stream-Blvd+Rosauers-Access PM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon&Jewelry Studio Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Jewelry Studio Access Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J,:+4-A.+f+i� if 4- r Ani +Y1 i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume(veh/h) 39 23 36 16 56 54 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 72 65 Capacity,c(veh/h) 805 1556 v/c Ratio 0.09 0.04 95%Queue Length,Q95(veh) 0.3 0.1 Control Delay(s/veh) 9.9 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 9.9 3.9 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 2:54:48 PM Ha rm o n-St rea m-Blvd+J ewe I ry-Stud i o_A M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Harmon&Jewelry Studio Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Jewelry Studio Access Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J,:+4-A.+f+i� if 4- r Ani +Y1 i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume(veh/h) 42 25 87 23 49 116 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 76 56 Capacity,c(veh/h) 709 1474 v/c Ratio 0.11 0.04 95%Queue Length,Q95(veh) 0.4 0.1 Control Delay(s/veh) 10.7 7.5 Level of Service(LOS) B A Approach Delay(s/veh) 10.7 2.5 Approach LOS B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/19/2021 11:16:20 PM Harmon-Stream-Blvd+Jewelry-Stud io_PM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Huffine&Harmon Stream Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman/MDT Date Performed 12/17/2020 East/West Street Huffine Lane(US 191) Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.96 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J d '&*1* 10 � x A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume(veh/h) 0 40 782 47 0 63 602 10 3 0 56 1 0 18 Percent Heavy Vehicles(%) 0 2 0 3 0 0 2 0 0 24 Proportion Time Blocked Percent Grade(%) 0 4 Right Turn Channelized Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway(sec) 4.14 4.16 7.50 6.50 6.94 8.30 7.30 7.78 Base Follow-Up Headway(sec) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway(sec) 2.22 2.23 3.50 4.00 3.32 3.50 4.00 3.54 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 42 66 61 20 Capacity,c(veh/h) 942 761 595 628 v/c Ratio 0.04 0.09 0.10 0.03 95%Queue Length,Q95(veh) 0.1 0.3 0.3 0.1 Control Delay(s/veh) 9.0 10.2 11.7 10.9 Level of Service(LOS) A B B B Approach Delay(s/veh) 0.4 0.9 11.7 10.9 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 3:48:25 PM Huffine-Ln+Harmon-Stream-Blvd AM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Huffine&Harmon Stream Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman/MDT Date Performed 12/17/2020 East/West Street Huffine Lane(US 191) Analysis Year 2020 North/South Street Harmon Stream Boulevard Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts I Ex.Conditions Lanes J 4 1 *4. => R_ A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume(veh/h) 0 54 907 56 0 109 892 13 1 1 110 8 0 101 Percent Heavy Vehicles(%) 0 0 0 0 0 0 1 0 0 5 Proportion Time Blocked Percent Grade(%) 0 4 Right Turn Channelized Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway(sec) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway(sec) 4.10 4.10 7.50 6.50 6.92 8.30 7.30 7.40 Base Follow-Up Headway(sec) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway(sec) 2.20 2.20 3.50 4.00 3.31 3.50 4.00 3.35 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 57 116 119 116 Capacity,c(veh/h) 718 679 510 529 v/c Ratio 0.08 0.17 0.23 0.22 95%Queue Length,Q95(veh) 0.3 0.6 0.9 0.8 Control Delay(s/veh) 10.5 11.4 14.2 13.7 Level of Service(LOS) B B B B Approach Delay(s/veh) 0.6 1.2 14.2 13.7 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 3:52:31 PM Huffine-Ln+Harmon-Stream-Blvd PM 2020-Ex.xtw Traffic Signal Timing Evaluation � J ERGMEERM0,P`IC Analysis Case: 2020 Existing Conditions - Weekday, AM Peak Hour Major Roadway: Huffine Lane/West Main Street Design or Posted Speed Limit: 45 mph Minor Roadway: West College Street/Mall Access Design or Posted Speed Limit: 25 mph NeededMinimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Signal Facility Type Minimum Green . Satisfy Conditions Walk Interval Duration Phase Type Driver Expectancy(GJ (PW) Major Arterial High pedestrian volume areas (Speed Limit>40 mph) 10 to 15 seconds (e.g.,schools,central business districts, 10 to 15 seconds sports venues,etc.) Major Arterial 7 to 15 seconds Typical pedestrian volume and longer 7 to 10 seconds Through (Speed Limit<40 mph) cycle length Movements Typical pedestrian volume and shorter Minor Arterial 4 to 10 seconds cycle length 7 seconds Collector,Local,Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Distance to center of road Left Turns Any 2 to 5 seconds Conditions where older pedestrians are divided by present 3.0 feet per second Source:United States Department of Transportation-Federal Highway Administration,Signal Timing Manua/(June 2008) Selected MmImam Green Interval Dar3fions for 117tersectlon Based on Driver Expect3ncy Huffine Lane/West Main Street: 15 sec 7 sec West College Street/Mall Access: 10 sec 7 sec Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC=We/Vp where: PC= Pedestrian Clearance Time(sec) We= Width of Crossing-Curb to Curb(ft) VP= Pedestrian Walking Speed (ft/sec) Design Pedestrian Walking Speed,Vp= 3.5 ft/sec Huffine Lane/West Main Street West College Street/Mall Access Pedestrian Crossing of West College Street/MallAccess Pedestrian Crossing of Hume Lane/West Main Street Width of Crossing-Curb to Curb,We= 108 ft Width of Crossing-Curb to Curb,We= 104 ft Calculated Pedestrian Calculated Pedestrian Clearance Interval, PC= 30.86 sec Clearance Interval, PC= 29.71 sec Maximum Green Interval Duration GMAx=(DHV•C)/(1200•n)+1 where: GMAx-Maximum Green Interval Duration(sec) n= Number of Lanes Served by Subject Phase DHV= Design Hourly Volume Served by Subject Phase(veh/hr) C= Cycle Length(sec) Huffine Lane/West Main Street Critical Movement West College Street/Mall Access Critical Movement DHV= 545 veh/hr C= 120 sec n= 2 DHV= 190 veh/hr C= 120 sec n= 2 Calculated Maximum Green Calculated Maximum Green Interval Duration, G MAX= 27.24 sec Interval Duration, G MAX= 9.50 sec Rounded to Nearest Tenth of a Second= 27.2 sec Rounded to Nearest Tenth of a Second= 9.5 sec Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+W-College-St_AM 1/10/2021 Traffic Signal Timing Evaluation � J ERGMEERM0,P`a` Analysis Case: 2020 Existing Conditions - Weekday, AM Peak Hour Major Roadway: Huffine Lane/West Main Street Design or Posted Speed Limit: 45 mph Minor Roadway: West College Street/Mall Access Design or Posted Speed Limit: 25 mph Total Vehicular Clearance Interval YAR=t+V/2d+(W+ L)/V where: YAR=Yellow+All-Red Interval (sec) t= Perception-Reaction Time(sec) = 1.0 sec V=Approach Speed(ft/sec) d= Deceleration Rate(ft/sec) = 10.0 ft/secz W=Width of Intersection(ft) L= Length of Vehicle(ft) = 25 ft Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches V= 45 mph = 66.00 ft/sec W= 163 ft V= 25 mph = 36.67 ft/sec W= 154 ft Yellow+All-Red Clearance Interval, YAR= 7.15 sec Yellow+All-Red Clearance Interval, YAR= 7.72 sec Rounded to Nearest Tenth of Second= 7.1 sec Rounded to Nearest Tenth of Second= 7.7 sec All-Red Clearance Interval AR=[(W+L)/V]- 1 where: AR= All-Red Clearance Interval(sec)- Use maximum of2.50seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches All-Red Clearance Interval,AR= 1.85 sec All-Red Clearance Interval,AR= 2.50 sec Rounded to Nearest Tenth of a Second= 1.8 sec Rounded to Nearest Tenth of a Second= 2.5 sec Yellow Phase Change Interval Y=YAR-AR where: Y=Yellow Phase Change Interval(sec) Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches Yellow Phase Change Interval, Y= 5.30 sec Yellow Phase Change lntetval, Y= 5.22 sec Rounded to Nearest Tenth of a Second= 5.3 sec Rounded to Nearest Tenth of a Second= 5.2 sec Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+W-College-St_AM 1/10/2021 Traffic Signal Timing Evaluation � J ERGMEERM0,P`IC Analysis Case: 2020 Existing Conditions - Weekday, PM Peak Hour Major Roadway: Huffine Lane/West Main Street Design or Posted Speed Limit: 45 mph Minor Roadway: West College Street/Mall Access Design or Posted Speed Limit: 25 mph NeededMinimum Green Interval Duration Minimum Green to Satisfy Drive Expectancy Pedestrian Walk Interval Signal Facility Type Minimum Green . Satisfy Conditions Walk Interval Duration Phase Type Driver Expectancy(GJ (PW) Major Arterial High pedestrian volume areas (Speed Limit>40 mph) 10 to 15 seconds (e.g.,schools,central business districts, 10 to 15 seconds sports venues,etc.) Major Arterial 7 to 15 seconds Typical pedestrian volume and longer 7 to 10 seconds Through (Speed Limit<40 mph) cycle length Movements Typical pedestrian volume and shorter Minor Arterial 4 to 10 seconds cycle length 7 seconds Collector,Local,Driveway 2 to 10 seconds Negligible pedestrian volume 4 seconds Distance to center of road Left Turns Any 2 to 5 seconds Conditions where older pedestrians are divided by present 3.0 feet per second Source:United States Department of Transportation-Federal Highway Administration,Signal Timing Manua/(June 2008) Selected MmImam Green Interval Dar3fions for 117tersectlon Based on Driver Expect3ncy Huffine Lane/West Main Street: 15 sec 7 sec West College Street/Mall Access: 10 sec 7 sec Pedestrian Clearance Interval (Flashing Don't Walk) Duration PC=We/Vp where: PC= Pedestrian Clearance Time(sec) We= Width of Crossing-Curb to Curb(ft) VP= Pedestrian Walking Speed (ft/sec) Design Pedestrian Walking Speed,Vp= 3.5 ft/sec Huffine Lane/West Main Street West College Street/Mall Access Pedestrian Crossing of West College Street/MallAccess Pedestrian Crossing of Hume Lane/West Main Street Width of Crossing-Curb to Curb,We= 108 ft Width of Crossing-Curb to Curb,We= 104 ft Calculated Pedestrian Calculated Pedestrian Clearance Interval, PC= 30.86 sec Clearance Interval, PC= 29.71 sec Maximum Green Interval Duration GMAx=(DHV•C)/(1200•n)+1 where: GMAx-Maximum Green Interval Duration(sec) n= Number of Lanes Served by Subject Phase DHV= Design Hourly Volume Served by Subject Phase(veh/hr) C= Cycle Length(sec) Huffine Lane/West Main Street Critical Movement West College Street/Mall Access Critical Movement DHV= 719 veh/hr C= 150 sec n= 2 DHV= 295 veh/hr C= 150 sec n= 2 Calculated Maximum Green Calculated Maximum Green Interval Duration, G MAX= 44.92 sec Interval Duration, G MAX= 18.43 sec Rounded to Nearest Tenth of a Second= 44.9 sec Rounded to Nearest Tenth of a Second= 18.4 sec Page 1 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+W-College-St_PM 1/10/2021 Traffic Signal Timing Evaluation � J ERGMEERM0,P`a` Analysis Case: 2020 Existing Conditions - Weekday, PM Peak Hour Major Roadway: Huffine Lane/West Main Street Design or Posted Speed Limit: 45 mph Minor Roadway: West College Street/Mall Access Design or Posted Speed Limit: 25 mph Total Vehicular Clearance Interval YAR=t+V/2d+(W+ L)/V where: YAR=Yellow+All-Red Interval (sec) t= Perception-Reaction Time(sec) = 1.0 sec V=Approach Speed(ft/sec) d= Deceleration Rate(ft/sec) = 10.0 ft/secz W=Width of Intersection(ft) L= Length of Vehicle(ft) = 25 ft Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches V= 45 mph = 66.00 ft/sec W= 163 ft V= 25 mph = 36.67 ft/sec W= 154 ft Yellow+All-Red Clearance Interval, YAR= 7.15 sec Yellow+All-Red Clearance Interval, YAR= 7.72 sec Rounded to Nearest Tenth of Second= 7.1 sec Rounded to Nearest Tenth of Second= 7.7 sec All-Red Clearance Interval AR=[(W+L)/V]- 1 where: AR= All-Red Clearance Interval(sec)- Use maximum of2.50seconds Equation accounts for perception-reaction time of drivers in next conflicting phase to be served. Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches All-Red Clearance Interval,AR= 1.85 sec All-Red Clearance Interval,AR= 2.50 sec Rounded to Nearest Tenth of a Second= 1.8 sec Rounded to Nearest Tenth of a Second= 2.5 sec Yellow Phase Change Interval Y=YAR-AR where: Y=Yellow Phase Change Interval(sec) Huffine Lane/West Main Street Approaches West College Street/Mall Access Approaches Yellow Phase Change Interval, Y= 5.30 sec Yellow Phase Change lntetval, Y= 5.22 sec Rounded to Nearest Tenth of a Second= 5.3 sec Rounded to Nearest Tenth of a Second= 5.2 sec Page 2 of 2 F:\E5 Engineering PLLC\Projects\20-0100-Bozeman Gateway Apartments\Traffic Data\Capacity&LOS Analyses\Signal-Timing-Eval_Huffine-Ln+W-College-St_PM 1/10/2021 Bozeman Gateway PUD, Ph. 4 Apartments TIS 01/10/21 2020 - Existing Conditions 19:38:20 Weekday, AM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - Huff ine Ln & W College St V/C 0.360 (Critical V/C 0.281) Control Delay 18.8 Level of Service B Scl 51 Phase 1 Phase 2 Phase 3 Phase 4 + i ♦ 4 North I I t Cmax= Gmax= 32.3" Gmax= 29.7" Gmax= 38.0" 120" Gavg= 9.9" Gavg= 21.0" Gavg= 30.9" Cavg= Y+Rc= 3.0" Y+Rc= 7.7" Y+Rc= 7.1" 80" Gmax= 34.5" Gmax= 29.7" Gmax= 38.0" Gavg= 1.4" Gavg= 29.5" Gavg= 30.9" Y+Rc= 3.0" Y+Rc= 7.7" Y+Rc= 7.1" 2 1.4" 29 5" 30.9" Lane Al HCM L Queue Group `Ladnes/ I Max g/C Avg I SatFlo Capcty ivolu me I v/c I Delay I S I Model 1 SB Approach 21.1 C+ R 14/1 1492 394 3 0.008 21.6 C+ 2 ft T 12/1 0.248 0.263 1754 464 6 0.013 21.6 *C+ 4 ft L 12/1 0.288 0.017 1810 496 12 0.024 20.7 C+ 7 ft NB Approach 31.2 C R+ T 12/1 0.248 0.369 1598 592 21 0.035 16.0 B 11 ft L 24/2 0.269 0.123 3504 434 195 0.449 32.9 *C 77 ft WB Approach 17.9 B R+ T 24/2 0.316 0.386 3587 1393 505 0.363 17.5 B 271 ft L 14/1 0.316 0.386 732 290 46 0.159 22.6 C+ 29 ft EB Approach 15.9 B R 12/1 0.025 0.386 1583 811 222 0.274 11.1 B+ 91 ft T 24/2 0.316 0.386 3505 1361 558 0.410 17.8 *B 149 ft L 14/1 0.316 0.386 905 351 12 0.034 20.5 C+ 7 ft Bozeman Gateway PUD, Ph. 4 Apartments TIS 01/10/21 2020 - Existing Conditions 19:51:38 Weekday, PM Peak Hour TEAPAC[Ver 9.50.02] - Capacity Analysis Summary (HCM 2016) Intersection Averages for Int # 8 - Huff ine Ln & W College St V/C 0.490 (Critical V/C 0.398) Control Delay 25.0 Level of Service C+ Sq 61 Phase 1 Phase 2 Phase 3 Phase 4 t North m Cmax= Gmax= 41.8" Gmax= 37.5" Gmax= 50.9" 150" Gavg= 11.0" Gavg= 29.6" Gavg= 32.3" Cavg= Y+Rc= 3.0" Y+Rc= 7.7" Y+Rc= 7.1" 91" Gmax= 6.0" Gmax= 73.3" Gmax= 52.7" Gavg= 5.3" Gavg= 35.4" Gavg= 32.3" Y+Rc= 3.0" Y+Rc= 7.7" Y+Rc= 7.1" 11.0" 29.6" 32.3" 5.3" 35.4" 32.3" Lane Group adnes/ I Max 9/C Avg I SatFlo Capcty ivol me I v/c I Delay I S I Model 1 1 SB Approach 19.7 B R 14/1 1631 533 44 0.083 21.2 *C+ 29 ft T 12/1 0.250 0.326 1859 607 47 0.077 21.1 C+ 31 ft L 12/1 0.040 0.058 1810 623 83 0.133 18.1 *B 49 ft NB Approach 35.7 D+ R+ T 12/1 0.489 0.389 1683 656 76 0.116 17.7 B 46 ft L 24/2 0.279 0.121 3472 421 305 0.725 40.2 *D 141 ft WB Approach 24.4 C+ R+ T 24/2 0.339 0.355 3621 1289 690 0.535 23.5 C+ 139 ft L 14/1 0.339 0.355 643 201 66 0.328 33.6 C 58 ft EB Approach 22.3 C+ R 12/1 0.020 0.355 1591 759 192 0.253 14.2 B+ 100 ft T 24/2 0.351 0.355 3529 1256 726 0.578 23.8 *C+ 233 ft L 14/1 0.351 0.355 788 240 53 0.221 31.0 C 44 ft HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection College&29th Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West College Street Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts I Ex.Conditions Lanes J 4 1,L*4. => R_ A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 0 1 0 0 0 1 0 0 1 Configuration L T R TR R R Volume(veh/h) 6 271 61 210 4 46 0 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized No No No Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.2 6.2 Critical Headway(sec) 4.10 6.20 6.20 Base Follow-Up Headway(sec) 2.2 3.3 3.3 Follow-Up Headway(sec) 2.20 3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 7 51 0 Capacity,c(veh/h) 1339 733 807 v/c Ratio 0.00 0.07 0.00 95%Queue Length,Q95(veh) 0.0 0.2 0.0 Control Delay(s/veh) 7.7 10.3 9.5 Level of Service(LOS) A B A Approach Delay(s/veh) 0.2 10.3 Approach LOS B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 9:29:22 PM W-Col I ege-St+S-29th-Ave_AM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection College&29th Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West College Street Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J d '&*1* 10 � x A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 1 0 0 1 0 0 0 1 0 0 1 Configuration L T R TR R R Volume(veh/h) 10 269 87 371 4 88 2 Percent Heavy Vehicles(%) 5 1 0 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade(%) 0 0 Right Turn Channelized No No No Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 6.2 6.2 Critical Headway(sec) 4.15 6.21 6.20 Base Follow-Up Headway(sec) 2.2 3.3 3.3 Follow-Up Headway(sec) 2.25 3.31 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 11 93 2 Capacity,c(veh/h) 1144 748 658 v/c Ratio 0.01 0.12 0.00 95%Queue Length,Q95(veh) 0.0 0.4 0.0 Control Delay(s/veh) 8.2 10.5 10.5 Level of Service(LOS) A B B Approach Delay(s/veh) 0.3 10.5 10.5 Approach LOS B B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 9:34:42 PM W-Col leg e-St+S-29th-Ave_P M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th Ave&City Brew Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street City Brew/Qdoba Access Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J�.+ } r A1i +Y14, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 41 12 10 5 31 30 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.28 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.37 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 59 11 Capacity,c(veh/h) 934 1541 v/c Ratio 0.06 0.01 95%Queue Length,Q95(veh) 0.2 0.0 Control Delay(s/veh) 9.1 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 9.1 4.9 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 10:34:09 PM S-29th-Ave+City-B rew-Access_AM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th Ave&City Brew Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street City Brew/Qdoba Access Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes } r A ) i +Y14, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 74 24 25 15 26 61 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 111 28 Capacity,c(veh/h) 878 1507 v/c Ratio 0.13 0.02 95%Queue Length,Q95(veh) 0.4 0.1 Control Delay(s/veh) 9.7 7.4 Level of Service(LOS) A A Approach Delay(s/veh) 9.7 4.7 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 10:40:17 PM S-29th-Ave+City-B rew-Access_P M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th Ave&Kohl's Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Kohl's Access Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes } r A ) i +Y14, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 1 2 8 14 41 2 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.40 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 3 9 Capacity,c(veh/h) 985 1567 v/c Ratio 0.00 0.01 95%Queue Length,Q95(veh) 0.0 0.0 Control Delay(s/veh) 8.7 7.3 Level of Service(LOS) A A Approach Delay(s/veh) 8.7 2.7 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:14:09 PM S-29th-Ave+Kohls-Access AM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th Ave&Kohl's Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Kohl's Access Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.86 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes } r A ) i +Y14, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume(veh/h) 7 6 11 33 40 10 Percent Heavy Vehicles Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.2 4.1 Critical Headway(sec) 6.47 6.20 4.10 Base Follow-Up Headway(sec) 3.5 3.3 2.2 Follow-Up Headway(sec) 3.56 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 15 13 Capacity,c(veh/h) 925 1559 v/c Ratio 0.02 0.01 95%Queue Length,Q95(veh) 0.0 0.0 Control Delay(s/veh) 9.0 7.3 Level of Service(LOS) A A Approach Delay(s/veh) 9.0 1.9 Approach LOS A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:22:15 PM S-29th-Ave+Koh ls-Access PM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th&Technology Blvd Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.76 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes 4- r n ) i +yt i Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume(veh/h) 1 0 2 0 2 0 6 21 1 8 32 3 Percent Heavy Vehicles(%) 0 0 0 0 50 0 0 11 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 7.10 6.50 6.20 7.10 7.00 6.20 4.10 4.21 Base Follow-Up Headway(sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.50 4.00 3.30 3.50 4.45 3.30 2.20 2.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 4 3 8 11 Capacity,c(veh/h) 968 689 1575 1528 v/c Ratio 0.00 0.00 0.01 0.01 95%Queue Length,Q95(veh) 0.0 0.0 0.0 0.0 Control Delay(s/veh) 8.7 10.2 7.3 7.4 Level of Service(LOS) A B A A Approach Delay(s/veh) 8.7 10.2 1.6 1.4 Approach LOS A B Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:53:01 PM S-29th-Ave+Tech nology-Blvd-W_AM_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection S 29th&Technology Blvd Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street Technology Boulevard West Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J�.+ 4- r A1i +Y1 i, f Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume(veh/h) 4 1 4 3 1 3 1 37 1 1 42 3 Percent Heavy Vehicles(%) 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade(%) 0 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway(sec) 7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway(sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway(sec) 3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 10 8 1 1 Capacity,c(veh/h) 926 926 1563 1579 v/c Ratio 0.01 0.01 0.00 0.00 95%Queue Length,Q95(veh) 0.0 0.0 0.0 0.0 Control Delay(s/veh) 8.9 8.9 7.3 7.3 Level of Service(LOS) A A A A Approach Delay(s/veh) 8.9 8.9 0.2 0.2 Approach LOS A A Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/10/2021 11:57:03 PM S-29th-Ave+Tech nol ogy-Blvd-W_P M_2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Garfield&29th Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West Garfield Street Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,AM Peak Hour Peak Hour Factor 0.76 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts Ex.Conditions Lanes J d '&*1* 10 � x A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume(veh/h) 13 372 245 35 25 4 Percent Heavy Vehicles(%) 0 0 0 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.20 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 17 38 Capacity,c(veh/h) 1201 345 v/c Ratio 0.01 0.11 95%Queue Length,Q95(veh) 0.0 0.4 Control Delay(s/veh) 8.0 16.7 Level of Service(LOS) A C Approach Delay(s/veh) 0.4 16.7 Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/11/2021 12:25:20 AM W-Garfield-St+S-29th-Ave AM 2020-Ex.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst T.Eastwood Intersection Garfield&29th Agency/Co. E5 Engineering,PLLC Jurisdiction City of Bozeman Date Performed 12/17/2020 East/West Street West Garfield Street Analysis Year 2020 North/South Street South 29th Avenue Time Analyzed Weekday,PM Peak Hour Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Bozeman Gateway PUD,Ph.4 Apts I Ex.Conditions Lanes J 4 1 *4. => R_ A � G I +Y1 i' f Major Street:East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume(veh/h) 1 311 398 26 31 17 Percent Heavy Vehicles(%) 0 0 3 Proportion Time Blocked Percent Grade(%) 0 Right Turn Channelized Median Type I Storage Undivided Critical and Follow-up Headways Base Critical Headway(sec) 4.1 7.1 6.2 Critical Headway(sec) 4.10 6.40 6.23 Base Follow-Up Headway(sec) 2.2 3.5 3.3 Follow-Up Headway(sec) 2.20 3.50 3.33 Delay, Queue Length, and Level of Service Flow Rate,v(veh/h) 1 55 Capacity,c(veh/h) 1089 405 v/c Ratio 0.00 0.13 95%Queue Length,Q95(veh) 0.0 0.5 Control Delay(s/veh) 8.3 15.3 Level of Service(LOS) A C Approach Delay(s/veh) 0.0 15.3 Approach LOS C Copyright©2021 University of Florida.All Rights Reserved. HCS7N TWSC Version 7.9 Generated:1/11/2021 12:28:27 AM W-Garfield-St+S-29th-Ave PM 2020-Ex.xtw