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HomeMy WebLinkAbout03 - Traffic Impact Study - Cottonwood Condos & Ridge Athletic Club Expansion Robert Peccia & February 6, 2004 Associates O�EgT PF�ri ,p Michael Delaney Delaney & Company 101 East Main Street �gsSOct p,��5 Bozeman, MT 59715 Re: Cottonwood Condominiums Addendum Civil Transportation At the request of the City of Bozeman, Robert Peccia & Associates (RPA) has Environmental re-analyzed a portion of the Traffic Impact Study (TIS) performed for the Spring Engineers Creek Village Resort. Specifically, RPA as taken a closer look at the probable impacts and required mitigation for the Cottonwood Condominiums (LOT 2) P.O. Box 5653 portion of the proposed development. This analysis assumed full buildout by 825 Custer Avenue 2007 and that none of the other proposed developments anticipated in this area Helena,MT 59604 would be completed b this time. RPA analyzed the information in the same (406)447-5000 p y ana y FAX(406)447-5036 fashion as the previously submitted Traffic Impact Study for the Spring Creek www.rpa-hln.com Village Resort. The primary analysis done for this addendum was a Level of Service (LOS) analysis for all of the affected intersection within the area. The results of this study are shown in TABLE 1. Table 1 -2007 Level of Service Summary With Cottonwood Condominiums AM PM INTERSECTION DELAY LOS DELAY LOS Huffine Lane &Ferguson Avenue 15.7 B 18.7 B Huffine Lane &Resort Drive 10.8 B 13.6 B Huffine Lane & Cottonwood Road 15.5 B 14.5 B Ferguson Avenue &Fallon Street 17.4/10.6 C/B 24.1/11.6 C/B Ferguson Avenue &North Entrance 13.4/10.7 B/B 14.1/11.5 B/B to Ridge Ferguson Avenue &Ravalli Street 13.5/11.3 B/B 14.6/10.9 B/B Ferguson Avenue & West Babcock 13.4/12.3 BB 16.1/13.4 C/B Street Ferguson Avenue &Durston Road 12.9/11.9 B/B 13.2/13.1 BB The table shows that on its own the traffic from the Cottonwood Condominiums development would not significantly alter the LOS at any of the adjacent or nearby intersections. All intersections would continue to function with a LOS of S C or better without any type of mitigation. The LOS calculations and model data are included with this addendum. Respectfully Submitted, ROBERT PECCIA &ASSOCIATES, INC. Bob Abelin, P.E. Project Engineer m C E o v) vl > a � c Q ti j a Q MMQmQ > NmmQh OOhNh m rrmmO�'- MN h�-m mO Ou�m mQ O N LL Y��� I � Yi ��� Y���t� Yi► � I j� Y ► 1�?J� Y��II� 1 J� Y �� .-rrMMN Nhr N1` 0 rOMNr O Omr NO Q) MmN.-.-N OhN000 OMmh N r Q N N N M r N m a Q L F > tM0 O t�' Y.►,.►�fr Y��Rt�' Y'�t L' O � r O Y N O � N J (O LL m _C C J ? _ Q m10�m m N 'O •-m 8 3 U a►� Y.► � I Ji m m m m m Q m Q I M m t m 0 o o m o m = S O U 0 a o,o < a c s ho L . _ uai r- 0 3 C E U n U N Q V IrnD N N w m O O rn N O V N h h N cm7'- M N O O h N N LL jy �. � j� ►�• � jy �4R jy ►�. ►c �j� �. � j N O N m h N O O v V V O M V 10 10 rn M N N N u'i N N N h N N h�0 n Q L 01 cc O 0 h � m N 0 N�h Ot0m m� p rr cr 0 M N N N O O N h y 'm C fD LL m c c Q N N t0 N o �- 3 o r� ►� rjy �fR U N N N m 0 `c o E m 2 0 m m o a0i 2 > Y O U o 0 o a a c= h s l (/u m k- NO ,Shirt Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007- With Cottonwood Condos Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT I TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume v h 156 917 454 145 163 179 % Heavy veh 0 0 0 0 0 0 PHF 0.85 0,85 0.85 0.85 0.85 0.85 Actuated P/A A A A A A A Startup lost time 2.0 2.0 1 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 15.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 46.0 G = G = G = I G = 32.0 G = G = G = Timing Y= 7 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis hrs = 0.25 C cle Len th C= 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 184 1079 534 171 192 211 Lane group cap. 472 1845 1845 825 642 574 v/c ratio 0.39 0.58 0.29 0.21 0.30 0.37 Green ratio 0.51 0.51 10.51 0.51 0.36 0.36 Unif. delay d1 13.4 15.3 12.6 12.0 20.9 21.5 Delay factor k 0.11 0.18 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 0.5 0.1 0.1 0.3 0.4 PF factor 1.000 1.000 1.000 1.000 1 1 1.000 1.000 Control delay 14.0 15.8 1 12.7 12.2 21.2 21.9 Lane group LOS B I B B B C C pprch. delay 15.6 12.6 21.6 Approach LOS B B C Intersec. delay 15.7 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d F:1.,.//ll.\Tl✓TiTD\..7tr7C �„-,,, 1/9/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007- With Cottonwood Condos Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 68 998 39 61 566 19 18 8 99 3 5 49 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.90 10.90 0.90 0.90 0.90 10.90 0.85 0.85 0.85 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 1 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 1 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 1 3.0 1 3.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 1 0 Lane Width 15.0 12.0 15.0 12.0 12.0 1 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N I N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 13.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 1 08 G = 47.0 G = G = G = G = 31.0 G = G = G = Timing IY= 7 Y= Y= Y= IY= 5 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 80 1220 68 650 139 68 Lane group cap. 413 1875 161 1876 562 572 v/c ratio 0.19 0.65 0.42 0.35 0.25 0.12 Green ratio 0.52 10.52 0.52 0.52 10.34 0.34 Unif. delay d1 11.4 15.6 13.2 12.5 21.1 20.2 Delay factor k 0.11 0.23 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.8 1.8 0.1 0.2 0.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 11.7 16.4 15.0 12.7 21.4 20.3 Lane group LOS B B B B C I C Apprch. delay 16.1 12.9 21.4 20.3 Approach LOS B B C C Intersec. delay 1 15.5 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d f;1P•//ll•\TPMP\e7kF trnn 1/9/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia& Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007- With Cottonwood Condos Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT I TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume v h 165 726 951 217 176 207 % Heavy veh 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 15.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 -+ Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y= 7 IY= Y= IY= Y= 5 Y= IY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 183 807 11057 241 196 230 Lane group cap. 210 1845 11845 825 642 574 v/c ratio 0.87 0.44 10.57 0.29 0.31 0.40 Green ratio 0.51 0.51 0.51 0.51 1 1 0.36 1 0.36 Unif. delay dl 19.4 13.9 15.2 12.6 21.0 21.8 Delay factor k 0.50 0.50 0.17 0.11 0.11 0.11 Increm. delay d2 35.9 0.8 0.4 0.2 0.3 0.5 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 Control delay 55.3 14.6 15.6 12.8 21.2 22.3 Lane group LOS E B B B C C Apprch. delay 22.1 15.1 21.8 Approach LOS C B C Intersec. delay 18.7 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.Id 1 1010A Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007- With Cottonwood Condos Volume and Timing Input EB WB NB SB LT I TH I RT LT TH RT LT TH RT LT I TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 92 812 41 86 1062 15 31 5 92 5 2 91 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.93 0.93 0.93 0.93 6.93 0.93 0.85 6.85 0.85 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 1 3 3 3 3 Unit Extension 3.0 3.0 3.0 1 3.0 3.0 1.3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Tit Extension 3.0 3.0 13.0 13.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 49.0 G = G = G = G = 29.0 G = G = G = Timing Y= 7 Y= Y= IY= IY= 5 Y= I Y= ly= Duration of Analysis hrs = 0.25 Cycle Length C= 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 99 917 92 1158 150 109 Lane group cap. 199 1951 296 1962 507 529 v/c ratio 0.50 0.47 0.31 0.59 0.30 0.21 Green ratio 0.54 0.54 0.54 10.54 0.32 0.32 Unif. delay d1 12.8 12.6 11.2 13.8 22.9 22.1 Delay factor k 0.11 0.11 0.11 0.18 0.11 0.11 Increm. delay d2 2.0 0.2 0.6 0.5 0.3 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.8 12.7 11.8 14.2 23.2 22.3 Lane group LOS B B B B C C Apprch. delay 12.9 14.1 23.2 22.3 Approach LOS B B C C Intersec. delay 14.5 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 41d Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates 2007- With Cottonwood Date Performed 11-20-03 Analysis Year Condos Analysis Time Period AM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Fergus n Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 67 181 6 5 286 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 74 1 201 6 5 1 317 3 Percent Heavy Vehicles 0 1 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream_Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 21 2 3 1 1 52 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 28 1 2 4 1 1 69 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT I R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LT R v(vph) 74 5 34 2 69 C (m) (vph) 1251 1376 325 345 727 v/c 0.06 0.00 0.10 0.01 0.09 95% queue length 0.19 0.01 0.35 0.02 0.31 Control Delay 8.1 7.6 17.4 15.5 10.5 LOS A A C C B Approach Delay -- -- 17.4 10.6 Approach LOS -- -- C B Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent.l Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period AM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 16 169 1 1 286 40 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 17 187 1 1 317 44 Percent Heavy Vehicles 0 -- -- 0 -- '- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 8 1 1 2 0 9 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 11 1 1 1 1 2 0 1 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 0 Configuration LTR LLTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 17 1 13 14 C (m) (vph) 1209 1398 440 649 v/c 0.01 0.00 0.03 0.02 95% queue length 0.04 0.00 0.09 0.07 Control Delay 8.0 7.6 13.4 10.7 LOS A A B B Approach Delay -- -- 13.4 10.7 Approach LOS -- -- B B Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ravalli/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period AM Peak Hour Project Description East/West Street: Ravalli North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 167 6 3 270 1 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 2 208 1 7 3 1 317 1 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 i 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 37 1 10 5 1 10 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 52 1 1 1 14 7 1 14 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 2 3 67 22 C (m) (vph) 1253 1367 488 589 v/c 0.00 0.00 0.14 0.04 95%queue length 0.00 0.01 0.47 0.12 Control Delay 7.9 7.6 13.5 11.3 LOS A A B B Approach Delay -- -- 13.5 11.3 Approach LOS -- -- B B Rights Reserved f;1P-/m•\TPMP\n7k5S tmn 1/9/04 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period AM Peak Hour Project Description No East/West Street: Babcock rth/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 14 117 21 1 205 15 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 17 1 146 1 26 1 1 241 17 Percent Heavy Vehicles 0 1 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 48 18 12 12 7 6 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 68 25 17 17 1 10 8 Percent Heavy Vehicles D 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 17 1 110 35 C (m) (vph) 1318 1417 537 530 v/c 0.01 0.00 0.20 0.07 95% queue length 0.04 0.00 0.76 0.21 Control Delay 7.8 7.5 13.4 12.3 LOS A A B B Approach Delay -- -- 13.4 12.3 Approach LOS -- -- B B Rights Reserved f;14,•/m•\TFAirP\ i71r 7 turn 1/9/04 HCS2000 : UnL �nalized Intersections Relea 4 . 1d --------—___TWO-WAY STOP CONTROL SUMMARY— -----__- - Analyst : RPA Agency/Co . : Robert Peccia & Associates Date Performed: 11-20-03 Analysis Time Period: AM Peak Hour Intersection: Durston / Ferguson Jurisdiction: MDT / City of Bozeman Units : U. S. Customary Analysis Year: 2007- With Cottonwood Condos Project ID: East/West Street : Durston Rd. North/South Street : Ferguson Ave Intersection Orientation: EW Study period (hrs) : 0 .25 --------___Vehicle Volumes and Adjustments___ Major Street : Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R ( L T R ---------- ---- ---- — -- --- --- -- ---- Volume 3 69 35 133 73 4 Peak-Hour Factor, PHF 0 . 75 0 . 75 0 . 75 0 . 85 0 . 85 0 . 85 Hourly Flow Rate, HFR 4 92 46 156 85 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? Yes Yes -----—------------------------------------------ - ----------- Minor Street : Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 24 8 74 1 1 1 Peak Hour Factor, PHF 0 .75 0 . 75 0 . 75 0 . 75 0 .75 0 .75 Hourly Flow Rate, HFR 32 10 98 1 1 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR -_Delay, Queue Length, and Level of Service—__ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR -------------------------- ----- ----------------------------- v (vph) 4 156 140 3 2 (m) (vph) 1507 993 597 527 v/c 0 . 00 0 . 16 0 .23 0 . 01 95% queue length 0 . 01 0 . 56 0 . 90 0 . 02 �ontrol Delay 7 . 4 9 . 3 12 . 9 11 .9 [JOS A A B B kpproach Delay 12 . 9 11 . 9 kpproach LOS B B HCS2000 : Uns-finalized Intersections Relea 4 . 1d TWO-WAY STOP CONTROL SUMMARY-------------------_--_ Analyst: RPA Agency/Co. : Robert Peccia & Associates Date Performed: 11-20-03 Analysis Time Period: AM Peak Hour Intersection: Huffine / Resort Dr. Jurisdiction: MDT / City of Bozeman Units : U. S. Customary Analysis Year: 2007- With Cottonwood Condos Project ID: East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: EW Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments___----__ -------- Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R ( L T R Volume — — — 5— 1094 635 — 2 Peak-Hour Factor, PHF 0 . 90 0 . 90 0 . 85 0 . 85 Hourly Flow Rate, HFR 5 1215 747 2 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? Yes Yes ------------------------------------------------------ --------- Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 Peak Hour Factor, PHF 0 . 80 Hourly Flow Rate, HFR 13 Percent Heavy Vehicles 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R -------__-----Delay, Queue Length, and Level of Service_—__-- Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config L R ------------------------- --------------- --------------------- v (vph) 5 13 C (m) (vph) 869 629 v/c 0 . 01 0 . 02 95% queue length 0 . 02 0 . 06 Control Delay 9 . 2 10 . 8 LOS A B Approach Delay 10 . 8 Approach LOS B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates 2007- With Cottonwood Date Performed 11-20-03 Analysis Year Condos Analysis Time Period PM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 126 239 11 4 274 4 Peak-Hour Factor, PHF 0.90 1 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 140 265 12 4 304 4 Percent Heavy Vehicles 0 -- -- 0 -- '- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 14 4 3 4 76 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.80 0.80 0.80 Hourly Flow Rate, HFR 24 20 1 5 3 4 1 94 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 140 4 49 101 C (m) (vph) 1264 1298 2 77 646 v/c 0.11 0.00 0.21 0.16 95% queue length 0.37 0.01 0.76 0.55 Control Delay 8.2 7.8 24.1 11.6 LOS A A C B Approach Delay -- -- 24.1 11.6 Approach LOS -- -- C B Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period PM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 17 218 6 2 247 58 Peak-Hour Factor, PHF 0.90 0.90 0.90 1 0.90 0.90 0.90 Hourly Flow Rate, HFR 18 242 6 2 1 L274 64 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 2 1 10 0 24 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 8 1 2 1 14 0 34 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 18 2 11 48 C (m) (vph) 1232 1330 407 601 vlc 0.01 0.00 0.03 0.08 95% queue length 0.04 0.00 0.08 0.26 Control Delay 8.0 7.7 14.1 11.5 LOS A A B B Approach Delay -- -- 14.1 11.5 Approach LOS -- -- B B Rights Reserved 1 coma Tvfo-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Rava/li/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period PM Peak Hour Project Description East/West Street: RavaUi North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 10 247 32 1 266 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 11 1 274 1 35 1 295 5 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 32 1 6 2 0 5 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 45 1 8 2 0 1 7 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 10 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 11 1 54 9 C (m) (vph) 1273 1263 428 623 v/c 0.01 0.00 0.13 0.01 95% queue length 0.03 0.00 0.43 0.04 Control Delay 7.9 7.9 14.6 10.9 LOS A A B B Approach Delay -- -- 14.6 10.9 Approach LOS -- -- B B Rights Reserved �:�o.im.�rr�rau�„7LSS2 tmn 1/9/04 :Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Cottonwood Date Performed 11-20-03 Condos Analysis Time Period PM Peak Hour Project Description East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 10 208 39 1 202 11 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 11 231 43 1 224 12 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 78 18 15 12 29 9 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 97 1 22 1 18 14 36 111 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Oueue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 11 1 137 61 C (m) (vph) 1343 1301 460 488 v/c 0.01 0.00 0.30 0.13 95% queue length 0.02 0.00 1.23 0.43 Control Delay 7.7 7.8 16.1 13.4 LOS A A C B Approach Delay -- -- 16.1 13.4 Approach LOS -- -- C B Rights Reserved - 1/T A 1 is/l ll HCS2000 : Un Inalized Intersections Relez 4 . 1d --TWO-WAY STOP CONTROL SUMMARY_N_—______—__--____—__ Analyst: RPA Agency/Co. : Robert Peccia & Associates Date Performed: 11-20-03 Analysis Time Period: PM Peak Hour Intersection: Durston / Ferguson Jurisdiction: MDT / City of Bozeman Units : U. S . Customary Analysis Year: 2007- With Cottonwood Condos Project ID: East/West Street : Durston Rd. North/South Street: Ferguson Ave Intersection Orientation: EW Study period (hrs) : 0 .25 —Vehicle Volumes and Adjustments_____—____—_ Major Street : Approach Eastbound Westbound -- Movement 1 2 3 4 5 6 L T R L T R ------------------ --- --------- --------- — Volume 0 98 37 169 94 3 Peak-Hour Factor, PHF 0 . 85 0 . 85 0 . 85 0 . 90 0 . 90 0 . 90 Hourly Flow Rate, HFR 0 115 43 187 104 3 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? Yes Yes ---------- ------------------------------------------ -- --- Minor Street Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 32 1 127 2 9 3 Peak Hour Factor, PHF 0 . 90 0 . 90 0 . 90 0 . 75 0 . 75 0 . 75 Hourly Flow Rate, HFR 35 1 141 2 12 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR _Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR ------------------------------------ -------------------------- v (vph) 0 187 177 18 C (m) (vph) 1507 993 614 460 v/c 0 . 00 0 . 19 0 . 29 0 . 04 95% queue length 0 . 00 0 . 69 1 . 19 0 . 12 Control Delay 7 . 4 9 . 5 13 . 2 13 . 1 LOS A A B B Approach Delay 13 . 2 13 . 1 Approach LOS B B HCS2000 : Un. finalized Intersections Relea 4 . 1d TWO-WAY STOP CONTROL SUMMARY_ Analyst : RPA Agency/Co. : Robert Peccia & Associates Date Performed: 11-20-03 Analysis Time Period: PM Peak Hour Intersection: Huffine / Resort Dr. Jurisdiction: MDT / City of Bozeman Units : U. S. Customary Analysis Year: 2007- With Cottonwood Condos Project ID: East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: EW Study period (hrs) : 0 .25 Vehicle Volumes and Adjustments_ Major Street : Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R ( L T R Volume 12 897 1158 9 Peak-Hour Factor, PHF 0 . 93 0 . 93 0 . 93 0 .93 Hourly Flow Rate, HFR 12 964 1245 9 Percent Heavy Vehicles 0 -- -- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 2 2 0 Configuration L T T TR Upstream Signal? Yes Yes ------------------------------------------------------- ------ Minor Street : Approach Northbound Southbound Movement 7 8 9 ( 10 11 12 L T R L T R Volume 10 Peak Hour Factor, PHF 0 . 90 Hourly Flow Rate, HFR 11 Percent Heavy Vehicles 0 Percent Grade M 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R --_Delay, Queue Length, and Level of Service_______—__—__—__ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 ( 10 11 12 Lane Config L R ------- - ------ - -- -------- ---- - - --- ----- v (vph) 12 11 C (m) (vph) 562 431 v/c 0 . 02 0 . 03 95% queue length 0 . 07 0 . 08 Control Delay 11 . 5 13 . 6 LOS B B Approach Delay 13 . 6 Approach LOS B o�130 THE CITY OF BOZEMAN U `px 20 E. OLIVE•P.O. BOX 1230 * * BOZEMAN, MONTANA 5977 1-1 230 7�`L 88 4 ENGINEERING DEPARTMENT CO.i PHONE: (406) 582-2280 • FAX: (406)582-2263 January 5, 2004 Karin Caroline Delaney& Company 101 East Main Street Bozeman, MT 59715 RE: Cottonwood Condominium Traffic Impact Study Dear Karin: The City of Bozeman has completed its review of the'TIS submitted for the above referenced project. The TIS examines the impacts associated with the entire 5 lot minor,in two phases. The first being lots 1, 2, and 5, and the second being the addition of lots 3 and 4. This approach is fine, and will aide in the review of additional development within this subdivision,but some additional analysis is required for this particular development or several fairly large improvements will be required. The additional analysis should assess the impacts of this development(only this lot)on the existing road network,and provided required improvements to mitigate any level of service problems caused by the additional traffic. Without the additional analysis, by code you will be required to install the improvements that the study associated with the first phase of development which included but was not limited to the installation of two signals. These major improvements will be required with the development of additional lots within the subdivision. Please contact me if you have any questions. Sincerely, f/Q Robert J. Murray Jr., P.E. Project Engineer cc: ERF Project File HOME OF MONTANA STATE UNIVERSITY GATEWAY TO YELLOWSTONE PARK Traffic Impact Study Spring Creek Village Resort Bozeman, Montana Prepared For: Delaney & Company 101 East Main Street Bozeman, MT 59715 December, 2003 Lit Prepared By: Robert Peccia & Associates Helena, Montana Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Table of Contents I.` General Project Description..................................................................................... 1 ILExisting Conditions................................................................................................... 1 TrafficCounts................................................................................................ I ExistingRoadways........................................................................................ I Additional Anticipated Developments...........................................................3 Levelof Service.............................................................................................4 IIL Proposed Development............................................................................................. 6 ProposedRoad Layout.................................................................................. 8 Development Timeframe............................................................................... 8 IV. Trip Generation and Assignment.............................................................................. 8 V. Trip Distribution....................................................................................................... 11 VI. Traffic Impacts Outside of the Development............................................................. 12 VII. Traffic Impacts Within the Development................................................................... 14 VIII. Downstream Traffic Impacts..................................................................................... 15 IX. Traffic Impacts of Lots 3 &4.................................................................................... 15 X. Impact Summary........................................................................................................ 16 XI. Recommendations...................................................................................................... 16 i Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 List of Figures Figure 1 - Proposed Development Site.................................................................................2 Figure 2 - Proposed Development......................................... ... 7 Figure 3—Development Trip Distribution........................................................................... 12 List of Tables Table I —Existing 2003 Level of Service (LOS)Summary....................................:..............S Table 2—2007 Level of Service(LOS)Summary without Development..............................S Table 3— Trip Generation Rates for Lots 1, 2, & s(2007)...................................................9 Table 4— Trip Generation Rates Lots 3 &4 (2010)............................................................. 10 Table S—Maximum Pass-by for Commercial Land Uses....:................................................ 11 Table 6—2007 Level of Service Summary with Spring Creek Village Resort...................... 13 Table 7—2007 Level of Service Summary with Development and Improved Intersections. 14 Table 8—2007 Percent of Entering Traffic Volume............................................................. 15 ii Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Traffic Impact Study Spring Creek Village Resort Bozeman, Montana I. GENERAL PROJECT DESCRIPTION This study analyzes and documents the potential traffic impacts resulting from a proposed development along the western edge of Bozeman,Montana. The site is located just north of Huffine Lane(U.S.Hwy 191)between Cottonwood Road and Ferguson Avenue. The developers propose to develop five lots into residential, commercial, office, recreational, and retail land uses. 11. EXISTING CONDITIONS The site of the proposed development currently consists of the Ridge Athletic Club along the eastern edge of the property. The rest of the land is currently undeveloped,however the street infrastructure through the property is already in place(Fallon Street&Resort Drive).See FIGURE 1 for a location map of the proposed development. Traffic Counts RPA collected turning movement count data in the spring and fall of 2003 at the intersections around the proposed development. These intersections included:Huffine Lane/Cottonwood Road;Huffine Lane/Ferguson Avenue;Ferguson Avenue/Valley Commons Drive;Ferguson Avenue/Fallon Street; Ferguson Avenue/The Ridge Athletic Club; Ferguson Avenue/Ravalli Street;Ferguson Avenue/ West Babcock Street; and Ferguson Avenue /Durston Road. RPA also conducted 24-hour hose counts on Ferguson Avenue and Resort Drive. Additional traffic volume data was collected from state and local agencies for roads around the proposed development. This data was used to produce base traffic volume information. The data is shown in Appendix I. Existing Roadways Huffine Lane (US 191) dominates the transportation system surrounding this site, which is the primary connection between Bozeman and Four Corners and beyond to Big Sky. This area has experienced considerable growth in recent years and continues to be one of the fastest growing portions of the Bozeman area. Other streets surrounding the proposed development are Ferguson Avenue, Cottonwood Road, Fallon Street, Resort Drive, West Babcock Street, and Durston Road. Most of these streets are included on the Bozeman "Major Street Network". Ferguson Avenue and West Babcock Street are classified as collectors;Durston Road is a minor arterial;and Huffine Lane and Cottonwood Road are principal arterials. Fallon Street and Resort Drive are local streets. 1 HBO c o; PCB m r/ \90 S i C1 m 9 z o' 90 Baxter Lam Bauer Lane L a` Oak Z Durston Rd. Oursron Rd. a S It c O P i Lean r. 0 c 3 Main c � BanE � o V � - Huffine � y ��� I� 191 "" ° 56 Project Locatio Linc°In Gn"'S` Kagy B . StucV Rd. Stucky Rd. c m t -6 c a o 0 Blackwood Rd. 3 0 0 U m E Patterson Rd. �b n ad Patterson Rd. C c e n s y Map Not To Scab ® Figure 1 Proposed Development Site Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December,2003 Huffine Lane(SR 191)is a five-lane,two-way,paved east-west principal arterial and state highway. All cross streets or private driveways are signalized or Stop controlled between Four Corners and the City of Bozeman. The speed limit on Huffine Lane at Ferguson Avenue is 65 mph,but drops west of Cottonwood Road to 55 mph, and west of Fowler Lane it drops again to 45 mph. The SR 191 alignment swings northeast after intersecting College Street and becomes Main Street. Traffic counts collected by MDT in 2002 indicate that the roadway carries an Average Daily Traffic(ADT) volume of 19,000 vehicles per day. Ferguson Avenue is a two-lane, two-way collector that runs north from Huffine Lane (SR 191)to Durston Road. Urban development is heavy on the eastern side of Ferguson Avenue. Some development has occurred on the western side of Ferguson Avenue, which includes the Ridge Athletic Club,but there are still large tracts of undeveloped land. Traffic counts collected by RPA in November 2003 indicate that the roadway carries an ADT volume of 5,000 vehicles per day. The intersection of Ferguson Avenue and Huffine Lane is currently controlled by a traffic signal. West Babcock Street is an east-west, two-way,two-lane collector west of Main Street. It is posted with a 25 mph speed limit between Fowler Lane and Main Street,and carries 6,000 vehicles per day. The intersection of West Babcock Street and Main Street is signalized. Cottonwood Road is a two-lane,paved north/south principal arterial street. North of Huffine Lane the road currently has only a small amount of development adjacent to the roadway which includes the JC Billion car dealership. South of Huffine Lane, Cottonwood Road serves a variety of rural residential areas and farm and ranch lands and carried 2,000 VPD in 2002. A traffic signal is currently under construction at the intersection of Cottonwood Road and Huffine Lane. It is anticipated that this signal will be in operation by January 2004. Fallon Street is a two-way,paved east/west local road that provides access to existing developments north of Huffine Lane. Fallon Street passes just to the south of the proposed development site and is currently constructed with designated bike lanes on each side of the roadway. Resort Drive is a newly constructed north/south route located between Cottonwood Road and Ferguson Avenue, which has designated bike lanes on each side. The road would provide additional access to the proposed development site. At the intersection with Huffine Lane the road is constructed with a channelized right-turn bay to restrict left-turn movements at the intersection. There is currently no development along Resort Drive. Additional Anticipated Developments The area around the proposed development is planned for large amounts of growth over the next ten years. Just north of the proposed development site, the Valley West Subdivision residential development is currently under construction. By 2007 this development will potentially produce 3 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 over 5,500 trips per day based on the completion of approximately 800 residential units(Phases 1-5). The Laurel Glen Subdivision is a 160-acre residential and commercial development north of Durston Road and west of Cottonwood Road. It is likely that by 2007, this development will be 50% completed (approximately 440 residential units completed and two acres of commercial development) and will generate over 4,500 trips per day. Another development of note is "The Bozeman Gateway", a proposed 73-acre mixed-use development located just south of the Gallatin Valley Mall. The full project would potentially include three motels with an estimated 330 total rooms,a supermarket, a gas station,400,000 square feet of retail space, 65,000 square feet of general office uses, and 35,000 square feet of medical- dental office space. If approved the,project would be completed by 2007. The intersection of Huffine Lane and Fowler Lane would be signalized as part of the development. This development has not yet received approval from the City of Bozeman. It is likely that the combination of these three major developments will account for most of the new construction in the immediate vicinity over the next six years. However, the background traffic in the area will continue to grow at its present rate. All future year level of service calculations assume a background traffic growth rate of 2.75%, compounded annually, based on current traffic growth patterns in this area and conversations with MDT. This information was used to produce project traffic volume information for the area. Model volumes are shown in Appendix II. It should be noted that the area around the proposed Spring Creek Development is being developed rapidly. Depending on where, when, and how these areas develop will significantly effect traffic volumes within the area. The construction of new road segments and new traffic controls can also significantly alter traffic patterns and volumes. Level of Service A level of service(LOS)analysis was conducted using existing traffic volumes at the intersections in the study area. Intersection levels of service are expressed by using letter designations from A to F, whereby LOS A represents the best operating conditions and LOS F the worst (saturated flow or over-capacity conditions). This analysis is intended to determine how well the intersections are functioning, with respect to variables such as traffic flow and delay. The LOS evaluation was conducted according to the procedures outlined in the Transportation Research Boards' Highway Capacity Manual(HCM) - Special Report 209 and the Highway Capacity Software (HCS)version 4.1c for intersection analysis. For these intersections, LOS A, B, or C are considered acceptable levels of service. LOS D,E or F is considered unacceptable. However,if an intersection is presently functioning at LOS D,E or F, the additional project traffic must be offset by mitigation that would bring it back to the existing level of service. Intersections presently functioning at LOS A,B or C must remain at least at LOS C. Table 1 shows the existing 2003 LOS for the AM and PM peak hours. The anticipated 2007 LOS without the traffic from the Spring Creek Village Resort is shown 4 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 in Table 2. For the two-way Stop controlled intersections, the LOS is displayed separately for the northbound/southbound or eastbound/westbound approaches. Table 1 - Existing 2003 Level of Service LOS Summary AM PM INTERSECTION DELAY LOS DELAY LOS Huffine Lane &Ferguson Avenue 15.2 B 15.6 B Huffine Lane &Resort Drive 10.5 B 13.1 B Huffine Lane & Cottonwood Road 285.0/33.8 F/D* 61.0/20.0 F/C* Ferguson Avenue&Valley Commons Drive 13.5 B 115.0 C Ferguson Avenue &Fallon Street 15.3/10.2 C/B 18.7/10.9 C/B Ferguson Avenue&North Entrance to Ride 12.7/10.4 B/B 13.3/11.0 BIB Ferguson Avenue &Ravalli Street 11.9 B 12.5 B Ferguson Avenue & West Babcock Street 12.7/11.3 B/B 15.3/13.1 C/B Fer uson Avenue &Durston Road 12.5/11.7 B/B 12.8/12.4 B/B Resort Drive &Fallon Street 8.9/9.1 A/A 9.0/9.1 A/A Once signalized the intersection will function at LOS A in AM and B in the PM Table 1 shows that all but one of the intersections in the study area are currently functioning at acceptable levels (except for the intersection of Huffine Lane&Cottonwood Road). However,this intersection is currently in the.process of being signalized. Once the signal is in operation (January 2004), the intersection will function at an acceptable level of service. Table 2-2007 Level of Service (LOS) Summary Without Spring Creek Village Resort �_DELAY M PM INTERSECTION LOS DELAY LOS Huffine Lane &Ferguson Avenue* 17.6 B 18.6 B Huffine Lane & Resort Drive 12.1 B 17.8 C Huffine Lane & Cottonwood Road* 17.4 B 24.9 C Ferguson Avenue&Valley Commons Drive 15.6 C 18.6 C Ferguson Avenue &Fallon Street 18.3/10.8 C/B 24.1/11.7 C/B Ferguson Avenue&North Entrance to Ride 14.3/11.1 B/B 15.3/12.1 C/B Ferguson Avenue & Ravalli Street 13.3 B 14.3 B Ferguson Avenue & West Babcock Street 21.0/22.3 C/C 184/58.8 F/F Ferguson Avenue &Durston Road 16.1/17.8 C/C 16.4/28.9 C/D Resort Drive &Fallon Street 9.6/9.5 1 A/A 9.7/9.7 AiA *With designated left/through phase for eastbound traffic. 5 Traffic Impact Study-Spring Creek Village Resort Robert Peccia&Associates Bozeman, Montana December, 2003 Table 2 indicates that most of the intersections within the area will function at an adequate LOS though the year 2007 assuming a few minor changes to the phasing of the two existing signals are made. However, the calculations performed by RPA indicated that the intersections of Ferguson Avenue/West Babcock Street and Ferguson Avenue/Durston Road will have operational problems by 2007 regardless of the construction of the Spring Creek Village Resort. These problems are caused mainly by the projected traffic from the Valley West Subdivision but were not identified in the traffic impact study produced for that development. However, these intersections could be improved by installing four-way Stop controls. If four-way Stops controls were added at these two locations, the intersections would function at LOS B &C III. PROPOSED DEVELOPMENT The proposed development includes a variety of residential,commercial,recreational,and retail land uses. The development has been divided into five separate lots. These areas include the Cottonwood Condominiums, the Ridge Athletic Club expansion, the Spring Creek Village, and two additional lots currently proposed for office, retail, or residential land used (Lots 3 & 4 on Figure 2). The purpose of this development is to provide area residents with the opportunity to shop and perform their day-to-day business at a location close to their homes. This will help the area to grow while minimizing the traffic impacts on adjacent roadways and promote pedestrian use. A preliminary plat of the approved 5-lot minor subdivision is shown in Figure 2. Lot 1- Ridge Athletic Club Expansion The area around the Ridge Athletic Club would be developed into offices and an expansion of the club facilities. This would include 60,000 sf. of new office space, athletic club expansion, and other land uses associated with the club operations. Lot 2- Cottonwood Condominiums The Cottonwood Condominiums residential development would include 160 duplex units to be constructed between Fallon Street and West Babcock Street just east of Resort Drive. Access to the site would be provided along Resort Drive, West Babcock Street and a new road which would be constructed to the northwest of the Ridge Athletic Club and connect Ravalli Street with Fallon Street. Lots 3 & 4- Office, Retail, and/or Residential Lot 3 and Lot 4 of the Spring Creek Village Resort are located to the west of Resort Drive. Currently no detailed plans for these two lots have been created. However, the developer intends to construct either 200 residential units or 300,000 sf of office space on Lot 3 and 300,000 sf of office and/or retail space on Lot 4. It is likely that 6 THE SPRING CREEK VILLAGE RESORT LOCATED IN THE SW 114 OF SEC. 10, T. 2 S, R. 5 E TRACT 5 OF P.M.M., CITY OF BOZEMAN, GALLA TIN COUNTY, MONTANA COS NO. 10056 vuuey west 196 Fm 1818 COS NO. 1610 ss wDE NBtK srRE2T AN0 unu7Y EASELE7,T I I I Tract A aa',+aE Puex slrsn ANo UTruTY EA3Ell T pEA Elw 1eq vAa x Delaney tr Company PQ U +eo.PAGE e7 ,s•MDC puax STREET A> UTETTY EA.T I 1 I 1 PEA OOC.NO.m121/z I I I c,/,v.s.�To 1 I 46'1MDE PUBLIC STREET MO UT EASEM04T Fpme — [' '3m EIOT apeeoac smEEr omKATm Tws PUT 1�.y. 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R.F.Kuntz f Gory Oakland IIImYee'3P10 t in �1 f MSU Foundation 1371wwwl01M Quw1 fIlY1) mi;� 1""0 N1Y PoWT OF MAY LINE O<pARCEl 70A PCA BANfiN Ara SAtE OLEO TO STATE Or wWIAN,A N'LY RWT K MAY tIHE a PARCII TOA1 PER BMCAM Ala SAtt OE£O TO SEAT[OF YQVTANA, OEPT.K 1MN4`M/A1aN,ACCORDWG TO fAY tat,PAGE lea. ALL.RWt Or P�GNESS AN°EtYE1" O[PT.Of 1PAN WTATW.AXMDK TO 11l I",PACE a1JH ALL RKi IT K wGxEss MO EWESS ACNE SAa RANT d MAY ALSO CWKYIS TO VATE 0f MW7M.DCEPT FOR WE PRIVATE FOAL ACROSS 6N0 RlWT a'MAY ALSO CWYCTID ro 6TAlL O'YWIANA EkCEPI FOF ONE PPoVAIE ROAD , APPROAW W MC NORTIpRY 9OE d•SAa N+CNMAY BE'TMCEN SIATWS 2SW,53 AND 21N22 APPROAW W THE NORTIEWY 9OE OF 6 D MWMAY BCrOaN VATIWS 216 23 AND 23a.m LL Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 these lots would be built out 2-3 years after the Spring Creek Village is completed. Since the exact use and layout of these two lots has not been completed, this report does not go into detail about the specific impacts it may have at every intersection in the area. Only the impacts at the key intersections will be analyzed. Lot 5- The Sprint Creek Village The areas south of the Ridge Athletic Club would be developed into a mixed-use retail,recreational, and commercial center. The"Spring Creek Village Resort"may include a bank, a food/drug store, several restaurant/bars, general retail spaces with second floor offices and possible third floor residential, a 100-room lodge,a driving range/putting course, and a chapel. The development would have accesses onto Fallon Street, Resort Drive, and Ferguson Avenue. Proposed Roadway Layout Most of the roadways surrounding the developments are already constructed. The developers propose to build the remaining roads within the proposed development to an urban standard with curb and gutter. All streets would also include paved sidewalks. The east/west road though the Spring Creek Village Resort (Spring Creek Village Road) would be constructed with landscaped medians and angle-parking where appropriate. This road would connect to Valley Commons Drive and would have a designated right-turn bay constructed at the Ferguson Avenue intersection. The developer also proposes to construct a designated right-turn bay on Fallon Street between the Spring Creek Village Resort entrance and Ferguson Avenue. Development Timeframe The developers would begin construction as soon as approval is received from all permitting agencies. After construction begins,it is anticipated to continue steadily and take about three years to complete. Full buildout of the development would be expected by the year 2007,except Lots 3 & 4 which would likely reach full buildout by 2010. IV. TRIP GENERATION AND ASSIGNMENT A trip generation analysis was performed to determine future traffic volumes for the proposed development. RPA used the nationally accepted trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Sixth Edition). The analysis establishes the number of trips generated by the proposed development. For the purposes of this analysis,a vehicle trip is defined as any trip that either begins or ends at the development site. It was determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. 8 Traffic Impact Study-Spring Creek Village Resort Robert Peccia do Associates Bozeman,Montana December, 2003 The trip generation rates for the various forms of land uses proposed for this development were obtained from Trip Generation (Institute of Transportation Engineers, Sixth Edition). At full b6ildout in 2007 the proposed development would produce 618 AM peak hour trips, 1,807 I M peak hour trips, and 17,368 daily trips. By 2010 the daily trip generation for the development will reach 24,622 with the added development of Lots 3 & 4. Table 3 shows the trip generation rates and totals by land use for Lots 1, 2, &5. The Trip Generation Rates for Lots 3 &4 are shown in Table 4. TABLE 3 - Trip Generation Rates for tots 1, 2, & 5 2007 AM Peak PM Peak Hour- AM Peak Hour- PM Peak Weekday- Avg. Trip Hour— Avg.Trip Hour— Avg. Trip Ends per Trip Ends per Trip Ends per Weekday Land Use Units Unit Ends Unit Ends Unit Trip Ends Cottonwood Condos. 160 Units 0.44 70 0.54 86 5.86 938 Ridge Expansion 60,000 Sf. 1.32* 79 1.75 105 22.88 1,373 Spring Creek Village Resort Bank 7,000 Sf. 12.63* 88 54.77 383 265.21 1,856 Food & Drug Store 40,000 Sf. 3.25* 130 11.51 460 111.51 4,460 Retail 90,000 Sf. 1.03* 93 3.74 337 42.92 3,863 Restaurant/Bars 36,000 Sf. 0.81* 29 7.49 270 89.95 3,238 Driving ran e 18 Tees Na na 1.25 23 12** 216 Putting Course 18 Holes Na na 0.33 6 3** 54 Office 50,000 Sf. 1.43* 72 1.29 65 12.76 638 Hotel/Lode 100 Rooms 0.31 31 0.42 42 4** 400 Residential Apartments 50 Units .51 26 .62 31 6.63 332 Subtotal 468 1,616 15,057 Total 618 1,807 17,368 *Rate per 1000 Sf. **Data not available, estimated from peak hour trip generation rates. 9 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 TABLE 4 - Trip Generation Rates Lots 3 & 4 2010 AM Peak PM Peak Hour- AM Peak Hour- PM Peak Weekday- Avg.Trip Hour— Avg.Trip Hour— Avg.Trip Ends per Trip Ends per Trip Ends per Weekday Land Use Units Unit Ends Unit Ends Unit Trip Ends Lot 3 Office Space" 300,000 Sf. 1.74* 522 1.50 450 11.42 3,426 Lot 4 Office/ Retail 300,000 Sf. 1.43* 429 1.29 387 12.76 3,828 Total I I f 951 837 1 7,254 *Rate per 1000 Sf. **Lot 3 may be constructed as office space or residential units. For this study office space was selected because the trip generation for office space is greater than the generation for residential units. Trip Types The traffic generated by the site is made up of one or more of the following four basic trip types: New (Destination) Trips - These trips occur only to access a specific land use at the proposed development,and is the only trip type that would result in a net increase in the total amount of traffic within the study area. This trip can generally be characterized as one that runs from home to the proposed development and back home. Pass-by Trips - The vehicles making these trips are currently on adjacent roadways that provide primary access to the new land use/project, but have an ultimate destination other than the proposed development. These trips should be viewed as drop-in shoppers who,for example, stop in on their way homes from work. Note that pass-by traffic applies to the traffic volumes for each land use after the internal traffic has been subtracted from the total trips generated. For this project,pass-by traffic is expected from Huffine Lane. Pass-by trips do not result in any increase in traffic volumes within the study area. Typically, the only impact of pass-by trips occurs at the site access points, where they become turning vehicles instead of through vehicles. Pass-by volumes for specific land uses are contained in the Trip Generation Handbook. Land uses that are present in the proposed development,which will generate pass-by traffic, include the Supermarket, Shopping Center, Bank, and Restaurant. The maximum pass-by percentages for the land uses in Spring Prairie Center are shown on Table 5. 10 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Table 5- Maximum Pass-by for Commercial Land Uses Land Use Maximum Percent Pass-by Supermarket 56% Shopping Center 68% Bank 64% Quality Restaurant 62% The Trip Generation Handbook indicates that a pass-by rate of 56%-68%could be used for some of the major traffic generators at the site. However, due to the unknown nature of the land use for the rest of the development, a more conservative number should be used. For the purposes of this study RPA selected an average pass-by rate of 50% to be used at all of the major intersections. The net overall effect of the pass-by trips in this application is that a number equal to 50% of the trips generated by the development are subtracted from the through movements only at each intersection. The only area where this trip type was applied was the Spring Creek Village Resort and Lots 3 &4. Internal (Shared) Trips - These trips are generated by associated facilities within the proposed development. The trips are combined into one joint trip to the development and do not represent additional trips on the surrounding transportation system. An example could be that after visiting a grocery store, a driver swings by a retail shop, thereby doing two things on the same trip to the same site. This phenomenon creates internal trips that do not access the existing public street system to make another stop; drivers utilize the "internal" street/parking lots to reach their next or subsequent stops. The procedures for calculating internal trips are contained within the Trip Generation Handbook, and were used to calculate these trip types for the proposed development. The purpose and design of the Spring Creek Village Resort would cater to this type of trip and the associated pedestrian usage. RPA selected an internal capture rate of only 30%. The net overall effect of the internal trips in this application is that the overall amount of traffic generated by the development at each intersection is decreased by 30%. The only area where this trip type was applied was the Spring Creek Village Resort, the Ridge Athletic Club Expansion, and Lots 3 & 4. V. TRIP DISTRIBUTION The traffic distribution and assignment within the general area for the proposed project was based upon the existing ADT's along the adjacent roadways,the peak hours' directional volumes,turning volumes at the intersections, and field observations of drivers during field data collection efforts. This information is shown in Figure 3. The trip distribution at each intersection is adjusted to provide the most logical use of the three intersections and to provide an overall trip distribution for the area that matches the currently observed patterns. 11 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Traffic is expected to distribute itself as follows: • 35% to/from the west on Huffine Lane, 3 8% to/from the east on Huffine Lane, • 7% to/from the east on West Babcock Street Reserve Drive, • 15% to/from the east on Durston Road, and • 5% to/from the west on Durston Road. Overall trip distribution characteristics and site-generated traffic are shown on figures in the Appendix II. FIGURE 3 - Development Trip Distribution Durston Road 5% 15% c cc � O rn oWest Babcock Street10 7% 3 c 0 0 U Proposed Development 35% 38% Huffine Lane VI. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers it was possible to determine the Level of Service (LOS)for all intersections around the development. TABLE 6 shows the anticipated LOS for the intersections that would be directly affected by the proposed development for 2007 traffic conditions. The LOS calculations are provided in Appendix III. 12 Traffic Impact Study-Spring Creek Village Resort Robert Peccia&Associates Bozeman, Montana December, 2003 TABLE 6-2007 Level of Service Summary with Spring Creek Village Resort AM PM INTERSECTION DELAY LOS DELAY FLOS Huffine Lane &Ferguson Avenue` 18.9 B 33.7 C Huffine Lane &Resort Drive 13.4 B 33.8 D Huffine Lane & Cottonwood Road* 18.9 B 33.7 C Ferguson Avenue & Spring Creek Village 43.6/12.2 EB <1000 F/C Drive/Valley Commons Drive /18.0 Ferguson Avenue &Fallon Street 30.1/15.1 D/C 167/111 F/F Ferguson Avenue&North Entrance to Ride 15.9/12.1 CB 19.5/14.5 C/C Ferguson Avenue & Ravalli Street 16.1/12.8 CB 20.9/17.9 C/C Ferguson Avenue&West Babcock Street** 12.8 B 31.6 D Fer uson Avenue &Durston Road" 12.1 B 15.6 C Resort Drive &Fallon Street 10.2/9.9 B/A 11.9/11.8 BB Resort Drive & Spring Creek Village Drive 9.6 A 13.5 B *Assumes designated left-turn phase for eastbound traffic **Assumes four-way Stop controls The table shows that with the traffic from the proposed development some operational problems will occur at the intersections of Ferguson Avenue/Valley Commons Drive,Ferguson Avenue/Fallon Street, Ferguson Avenue / West Babcock Street, and Huffine Lane / Resort Drive. In order to improve the traffic conditions at the two intersections with LOS F (Ferguson Avenue / Valley Commons Drive and Ferguson Avenue/Fallon Street), it may be necessary to restrict left-turn and through movements on the east and west legs of the Ferguson Avenue / Valley Commons Drive intersection.The intersection of Ferguson Avenue/Fallon Street would need to be signalized and the roadway restriped to provide left-turn bays on the north and south approaches. This would improve the LOS at both of these intersections to LOS B. At the two intersections that have a LOS of D(Ferguson Avenue/West Babcock Street and Huffine Lane &Resort Drive)it may be necessary to construct a third westbound lane from Resort Drive to Cottonwood Road to provide adequate right-turn capacity. At the intersection of Ferguson Avenue/ West Babcock Street the only way to improve the LOS would be the installation of an actuated traffic signal. A full breakdown of the LOS under this scenario is shown in Table 7. A review of the traffic signal warrants at the intersection of Ferguson Avenue / Fallon Street and Ferguson Avenue/West Babcock indicated that these intersections would likely meet the minimum peak-hour traffic volume warrant by 2007. This analysis is shown in Appendix IV. 13 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 TABLE 7 2007 Level of Service Summary With Development and Improved Intersections AM PM INTERSECTION DELAY LOS DELAY LOS Huffine Lane &Ferguson Avenue 18.9 B 33.7 C Huffine Lane &Resort Drive 9.9 A 9.9 A Huffine Lane & Cottonwood Road 18.9 B 33.7 C Ferguson Avenue & Spring Creek Village 10.3/12.2 B/B 11.9/18.0 B/C Drive/Valley Commons Drive* Ferguson Avenue &Fallon Street** 10.2 B 12.3 B Ferguson Avenue&North Entrance to Ride 15.9/12.1 C/B 19.5/14.5 C/C Ferguson Avenue &Ravalli Street 16.1/12.8 C/B 20.9/17.9 C/C Ferguson Avenue & West Babcock Street** 11.8 B 12.9 B Fer uson Avenue &Durston Road 12.1 B 15.6 C Resort Drive &Fallon Street 10.2/9.9 B/A 11.9/11.8 BB Resort Drive & Spring Creek Village Drive 9.6 A 13.5 B *With left-turn and through movement restrictions (if necessary) **With Actuated Traffic Signal RPA reviewed the traffic patterns at all of the accesses to the proposed development to determine if any of the intersections would need right-turn deceleration lanes to improve safety. Huffine Lane presently has a center two-way left-turn bay for its length, and the intersection of Huffine Lane and Ferguson Avenue presently has a right-turn deceleration lane. The traffic patterns at the other intersections were reviewed in accordance with MDT standards for turn-lane warrants. MDT's minimum threshold for right-turn lane warrants at signalized intersections is 300 VPH. The intersection of Cottonwood Road and Huffine Lane will meet this threshold by 2010 regardless of the construction of the proposed development. The proposed development would not affect the need for this deceleration lane. The intersection of Huffine Lane and Resort Drive was analyzed using MDT's criteria for unsignalized intersections. This analysis showed that the installation of a right- turn deceleration lane would be warranted at this intersection by 2010 regardless of the construction of the proposed development. With the proposed development, it is likely that the intersection would require a right-turn deceleration lane by 2007. The analysis is shown in the Appendix IV. VII. TRAFFIC IMPACTS WITHIN THE DEVELOPMENT The 2007 traffic volumes within the development were analyzed to determine traffic impacts within the development. Traffic volumes on these roads would vary from 100 to 2000 vehicles per day. A review of the traffic volumes showed that all internal intersections should function at LOS A,under peak conditions, at full buildout. 14 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Vill. DOWNSTREAM TRAFFIC IMPACTS R' A calculated the percent of the entering volume that would be directly attributed to the proposed development at intersections downstream of the proposed development. The percent of entering volumes gives a good indication of how much traffic volume on the surrounding transportation system can be directly attributed to the development. The intersections that would be most directly affected by traffic from the proposed development would be the intersections of Huffine Lane / College Street, West Babcock Street /Main Street, and Durston Road / North 19`h Avenue. The percent entering volumes are shown in Table 8. Table 8-2007 Percent of Entering Traffic Volume Street Percent of 2007 Entering Volume Huffine Lane/College Street 10% West Babcock Street/Main Street 1% Durston Road/North 191h Avenue 1% At the intersection of West Babcock Street/Main Street and Durston Road/North 19`h Avenue,the calculations indicated that traffic from the proposed development would account for only 1%of the traffic at these intersections and would not affect the LOS at these intersections in any way. At the intersection of Huffine Lane/College Street, the development may account for as much as 10%of the entering traffic volume. RPA analyzed the anticipated 2007 traffic volumes at this intersection and concluded that the intersection could accommodate this increase in traffic volumes without altering the LOS at the intersection. It should also be noted that the intersection of Fowler Lane / Huffine Lane may be signalized by 2007 and that Garfield Street may be extended to connected to Fowler Lane. If this occurs it would pull a significant amount of traffic off of the Huffine Lane/College Street intersection. IX. TRAFFIC IMPACTS OF LOTS 3 & 4 The exact land uses and layout of Lots 3 &4 are not yet known. As a result,a precise analysis of the traffic impacts can not be determined. However, it is possible to assess the general impacts at the major intersections to determine where traffic problems may develop. A more precise analysis should be performed once more information is known about the anticipated land uses for these two lots. This analysis involved estimating the peak hour traffic volumes at the critical intersections and then determining what measures would need to be taken to assure that that intersections would still function at a LOS of C or better.Note that this is only a rough estimate of the possible traffic effects. Calculation pages used for this analysis are not included in this TIS. 15 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 Huffine Lane and Cottonwood Road- With the additional traffic from Lots 3 & 4 and the additional background growth expected in the area by 2010, it is likely that this intersection will require an additional left-turn bay for southbound traffic to function at LOS C. Huffine Lane and Ferguson Avenue- With the additional traffic from Lots 3 & 4 it is likely that this intersection will require two left-turn bays for southbound traffic at the intersection to provide sufficient left-turning capacity. X. IMPACT SUMMARY The area around the proposed Spring Creek Development is developing rapidly. Where,when,and how these areas develop will significantly affect traffic volumes within the area. The construction of new road segments and new traffic controls will also significantly alter traffic patterns and volumes. As major changes are made to the street network,the traffic volumes in the area should be reviewed to determine if the recommendations made in this report are still valid. The proposed development would have an impact on the traffic conditions around the development site. By 2007, background traffic volume growth in combination with traffic from the proposed development,will cause some of the intersections along Ferguson Avenue to have operational issues. The following intersection improvements should be made regardless of the construction of the proposed development. • The intersection of Huffine Lane and Cottonwood Road should be improved with a right-turn lane for westbound traffic and a left-turn/through only signal phase for eastbound traffic. • The intersection of Huffine Lane and Ferguson Avenue should be improved by providing a left-turn/through only signal phase for eastbound traffic. • The intersection of West Babcock Street&Ferguson Avenue should be improved to a four- way "Stop" controlled intersection. Additionally, this intersection should have designated left-turn lanes for northbound and southbound traffic. • The intersection of Ferguson Avenue and Durston Road should be improved to a four-way "Stop" controlled intersection. • A right-turn deceleration lane should be constructed at the intersection of Huffine Lane and Resort Drive by 2010. XI. RECOMMENDATIONS The following recommendations are provided to help ensure that the proposed development functions with minimal impacts within, as well as around, the area. 16 Traffic Impact Study-Spring Creek Village Resort Robert Peccia &Associates Bozeman, Montana December, 2003 • Durston Road, Resort Drive, Fowler Avenue, and Ravalli Drive will function as collector routes. For this reason all intersection approaches to these streets should be controlled by "STOP" signs on the minor legs. • At all locations where the pedestrian path crosses a roadway,the crosswalk should be signed and marked with pedestrian crosswalks on the pavement. • If significant delay is realized at the intersection of Ferguson Avenue & Valley Commons Drive/Spring Creek Village Drive,then it may be necessary to restrict left-turns and through movements on the east and west legs of this intersection. • Traffic volumes at the intersection of Ferguson Avenue / Fallon Street will likely meet minimum peak-hour traffic volume warrants for signalization by 2007. This intersection should be monitored annually to determine if the intersection meets the peak-hour volume signalization warrant. When signalized,the intersection should be restriped to provide left- turn bays on the north and south approaches. • A right-turn deceleration lane should be constructed at the intersection of Huffine Lane and Resort Drive by 2007. • At the intersection of Huffine Lane &Resort Drive it may be necessary to construct a third westbound lane from Resort Drive to Cottonwood Road to provide adequate right-turn capacity at this intersection. • The intersection of Ferguson Avenue/West Babcock Street may require the installation of an actuated traffic signal to improve the LOS. This intersection should be monitored annually to determine if the intersection meets the minimum peak-hour volume signalization warrant. • Once a more detailed site plan for Lots 3&4 have been completed,the Traffic Impact Study for this development should be updated to determine the precise mitigation requirements(if any) for this portion of the development. 17 Technical Appendix Appendix I • Traffic Counts 11/14/03 Robert Peccia & Associates Page: 1 13 : 07 : 11 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Dual Channel Weekly *** Site ID RESORT Week Starts Nov 10, 2003 Mon Info 1 Robert Peccia Week Ends Nov 16, 2003 Sun "- Info 2 Unicorn #8 Adj . Factor 1 . 00 Lane 1 NB, Lane Subtract, Axle Sensor, Divide by 2 Lane 2 SB, Lane Subtract, Axle Sensor, Divide by 2 ------------------------------------------------------------------------------------------------------------------------------------ Hour Mon 10 Tue 11 Wed 12 Thu 13 Fri 14 Weekday Avg Sat 15 Sun 16 Weekend Avg Avg Day Gtarts 1-NB 2-SS 1-NB 2-SB 1-NB 2-SB 1-NB 2-SE 1-N13 2-SB 1-NB 2-SB 1-NB 2-SB 1-N13 2-SB 1-NB 2-SB 1-NB 2-SB "------------------------------------------------------------------------------------------------------------------------------------ 4:12am 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 5 0 1 1 1 1 1 1 1 6 0 0 1 0 1 0 1 0 7 6 3 4 3 5 3 5 3 8 5 2 4 1 5 2 5 2 9 4 2 4 2 4 2 10 1 3 1 3 1 3 11 3 1 3 1 3 1 12pm 3 2 3 2 3 2 1 5 3 5 3 5 3 2 0 1 0 1 0 1 3 0 1 0 1 0 1 4 2 1 6 2 4 2 4 2 5 15 7 6 2 11 5 11 5 6 2 0 2 4 2 2 2 2 7 0 2 1 1 1 2 1 2 8 0 1 0 1 0 1 0 1 9 0 0 0 0 0 0 0 0 10 0 1 0 1 0 1 0 1 11 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------ "7TALS 19 12 42 30 10 5 46 32 46 32 Weekdays: 71 47 Weekend: 7 Day: 71 47 -----------------------------------------------------------------------------------------—-----------—--------------------------- COMBINED TOTALS ----------------------------------------------------------------------------------------------------------------------------------- ",2am 0 0 0 0 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 4 0 0 0 0 5 1 2 2 2 6 0 1 1 1 7 9 7 8 8 8 7 5 6 6 9 6 6 6 0 4 4 4 11 4 4 4 ,.2 pm 5 5 5 1 8 8 8 2 1 1 1 3 1 1 1 4 3 8 6 6 5 22 6 15 15 6 2 6 4 4 7 2 2 2 2 8 1 1 1 1 9 0 0 0 0 0 1 1 1 1 1 0 0 0 0 .----------------------------------------------------------------------------------------------------------------------------------- )TALS 31 72 15 75 75 Weekdays: 118 Weekend: 7 Day: 118 11/14/03 Robert Peccia & Associates Page : i 13 : 28 :44 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Single Channel Weekly *** Site ID FERG Adj . Factor : 1 . 00 Info 1 Robert Peccia Info 2 Unicorn #4 Lane l ALL, Normal , Axle Sensor, Divide by 2 -- -- ----------- -- - ------- ----------------- - --- - - ----- -- - -Week 11/10/03 to 11/16/03 - -------------- - - ----- - ------------------- ------------------- ------- ---g-- ----y Hour Mon Tue Wed Thu Fri Weekday Sat Sun Weekend Avg Starts 10 11 12 13 14 Average 15 16 Average Da -- -- -------- ---- -- --------- ----------- - 12am 12 26 19 1^ 1 10 13 12 1: 2 3 8 6 ' 3 4 10 7 7 4 6 5 31 32 32 3- 6 122 74 98 9i 7 353 334 344 8 363 397 380 380 9 264 264 26e 10 239 239 23! 11 292 292 29, 12pm 354 354 354 1 305 305 305 2 289 289 28' 3 408 408 40� 4 381 393 387 38i 5 476 443 460 460 5 31^ 7 243 202 223 22. 8 152 124 138 13� 9 129 127 128 128 10 72 62 67 67 11 37 44 41 - ---------------- --------------- - --------- TOTALS 1814 4761 900 4817 481'i Weekdays : 7475 Weekend: 7 Day: 7475 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : datal0 406-447-5000 Site Code : 00000000 Start Date : 11/19/2003 Page No : 1 Groups Printed-Group 1 Ferguson Valley Commons Ferguson Valley Commons Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1 1.01 1.01 1.0 1.0 1.0 1 1.01 1.0 1.0 1.0 1.0 1.0 I.0 1.01 1.01 1.0 07:15 AM 0 34 0 0 5 0 0 0 3 27 0 0 0 0 0 0 69 07:30 AM 0 69 0 0 6 0 2 0 4 30 0 0 0 0 0 0 ill 07:45 AM 0 94 2 0 10 0 2 0 2 29 0 0 0 0 0 0 139 Total 0 197 2 0 21 0 4 0 9 86 0 0 0 0 0 0 319 08:00 AM 0 73 5 0 13 0 1 0 1 49 0 0 0 0 0 0 142 08:15 AM 0 63 2 0 9 0 2 0 1 62 0 0 0 0 0 0 139 08:30 AM 0 58 2 0 6 0 1 0 2 54 0 0 0 0 0 0 123 ***BREAK*** Total 0 194 9 0 28 0 4 0 1 4 165 0 0 0 0 0 0 1 404 ***BREAK*** 04:30 PM 0 48 2 0 3 0 15 0 6 47 0 0 0 0 0 0 121 04:45 PM 0 58 7 0 10 0 19 0 14 47 0 0 0 0 0 0 155 Total 0 106 9 0 13 0 34 0 1 20 94 0 0 0 0 0 0 276 05:00 PM 0 80 6 0 9 0 18 0 13 74 0 0 0 0 0 0 200 05:15 PM 0 67 5 0 12 0 15 0 12 76 0 0 0 0 0 0 187 05:30 PM 0 85 1 0 9 0 15 0 17 63 0 0 0 0 0 0 190 05:45 PM 0 50 2 0 12 0 14 0 13 56 0 0 0 0 0 0 147 Total 0 282 14 0 42 0 62 0 55 269 0 0 0 0 0 0 724 Grand Total 0 779 34 0 104 0 104 0 88 614 0 0 0 0 0 0 1723 Apprch% 0.0 95.8 4.2 0.0 50.0 0.0 50.0 0.0 12.5 87.5 0.0 0.0 0.0 0.0 0.0 0.0 Total% 0.0 45.2 2.0 0.0 6.0 0.0 6.0 0.0 5.1 35.6 0.0 0.0 0.0 0.0 0.0 0.0 Ferguson Valley Commons Ferguson Valley Commons Southbound Westbound Northbound Eastbound Rio Thr =edApp Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time hI u Left ht u Left s Total ht u Left s Total ht u Left Ped Total Total Peak Hour From 07:15 AM to 11:45 AM-Peak I of I Intersection 07:45 AM Volume 0 288 11 0 299 38 0 6 0 44 6 194 0 0 200 0 0 0 0 0 543 Percent 0.0 96.3 3.7 0.0 86.4 0.0 13.6 0.0 3.0 97.0 0.0 0.0 0.0 0.0 0.0 0.0 08:00 0 73 5 0 78 13 0 1 0 14 1 49 0 0 50 0 0 0 0 0 142 Volume Peak Factor 0.956 High Int. 07:45 AM 08:00 AM 08:15 AM 7:00:00 AM Volume 0 94 2 0 96 13 0 1 0 14 1 62 0 0 63 Peak Factor 0.779 0.786 0.794 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : datal 0 406-447-5000 Site Code : 00000000 Start Date : 11/19/2003 Page No : 2 Ferguson Out In Total 232 299 531 288 11 0 Thru Lel Peds 1 L+ T t ° North Lr w J d CO m 11/19/03 7:45:00 AM rT o 11/19/03 8:30:00 AM -D o Group 1 n m fn O O C N Thru Ri ht Peds 194 6 0 294 200 494 Out In Total Fer uson Peak Hour From 12:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:45 PM Volume 0 290 19 0 309 40 0 67 0 107 56 260 0 0 316 0 0 0 0 0 732 Percent 0.0 93.9 6.1 0.0 37.4 0.0 62.6 0.0 17.7 82.3 0.0 0.0 0.0 0.0 0.0 0.0 05:00 0 80 6 0 86 9 0 18 0 27 13 74 0 0 87 0 0 0 0 0 200 Volume Peak Factor 0.915 High Int. 05:00 PM 04:45 PM 05:15 PM Volume 0 80 6 0 86 10 0 19 0 29 12 76 0 0 88 Peak Factor 0.898 0.922 0.898 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : datal 0 406-447-5000 Site Code : 00000000 Start Date : 11/19/2003 Page No : 3 Ferguson Out In Total 300 309 1 609 290 19 0 Thru Lett Peds 1 L4 i0 North 11/19/03 4:45:00 PM r m z o 11/19f03 5:30:00 PM 3 v o Group1 y �o N 0 N Er T Thru Ri ht Peds 260 56 0 357 316 673 Out In Total Fe" .son Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : data9 406-447-5000 Site Code : 00000000 Start Date : 11/20/2003 Page No : 1 Groups Printed-Group 1 Ferguson Ravalli Ferguson Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:15 AM 0 43 0 0 2 0 8 0 3 36 0 0 0 0 0 0 92 07:30 AM 0 51 0 0 2 0 13 0 4 26 0 0 0 0 0 0 96 07:45 AM 0 69 0 0 0 0 9 0 2 26 0 0 0 0 0 0 106 Total 0 163 0 0 4 0 30 0 9 88 0 0 0 0 0 0 294 08:00 AM 0 80 1 0 0 0 10 0 1 54 0 0 0 0 0 0 146 08:15 AM 0 40 2 0 4 0 7 0 1 47 0 0 0 0 0 0 101 08:30 AM 0 61 0 0 1 0 8 0 2 28 0 0 0 0 0 0 100 **BREAK*** Total 0 181 3 0 5 0 25 0 4 129 0 0 0 0 0 01 347 **BREAK*** 04:30 PM 0 53 2 0 3 0 3 0 3 42 0 0 0 0 0 0 106 04:45 PM 0 57 2 0 1 0 4 0 4 45 0 0 0 0 0 0 113 Total 0 110 4 0 4 0 7 0 7 87 0 0 0 0 0 0 1 219 05:00 PM 0 69 1 0 0 0 8 0 8 63 0 0 0 0 0 0 149 05:15 PM 0 57 0 0 2 0 4 0 4 47 0 0 0 0 0 0 114 05:30 PM 0 65 0 0 1 0 11 0 11 65 0 0 0 0 0 0 153 05:45 PM 0 55 0 0 3 0 7 0 7 54 0 0 0 0 0 0 126 Total 0 246 1 0 6 0 30 0 30 229 0 0 0 0 0 0 542 Grand Total 0 700 8 0 19 0 92 0 50 533 0 0 0 0 0 0 1402 Apprch% 0.0 98.9 1.1 0.0 17.1 0.0 82.9 0.0 8.6 91.4 0.0 0.0 0,0 0.0 0.0 0.0 Total% 0.0 49.9 0.6 0.0 1.4 0.0 6.6 0.0 3.6 38.0 0.0 0.0 0.0 0.0 0.0 0.0 Ferguson Ravalli Ferguson Southbound Westbound Northbound Eastbound Rig Thr =PedApp. Rig Thr Ped App. Rig Tlu Ped App. Rig Thr Ped App. Int.Start Time ht u Left ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 07:15 AM to 11:45 AM-Peak 1 of 1 Intersection 07:45 AM Volume 0 250 3 0 253 5 0 34 0 39 6 155 0 0 161 0 0 0 0 0 453 Percent 0.0 98.8 1.2 0.0 12.8 0.0 87.2 0.0 3.7 96.3 0.0 0.0 0.0 0.0 0.0 0.0 08:00 0 80 1 0 81 0 0 10 0 10 1 54 0 0 55 0 0 0 0 0 146 Volume Peak Factor 0.776 High Int. 08:00 AM 08:15 AM 08:00 AM 7:00:00 AM Volume 0 80 1 0 81 4 0 7 0 11 1 54 0 0 55 Peak Factor 0.781 0.886 0.732 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : data9 406-447-5000 Site Code : 00000000 Start Date : 11/20/2003 Page No : 2 Ferguson Out In Total 160 253 1 413 250 3 0 Thru Left Peds 1 L+ T �� 0° North �-cn r m 11/20/03 7:45:00 AM 11/20/03 8:30:00 AM — v Group 1 N o O)- Thru Ri ht Peds 155 6 0 264 161 Out In Total Fer .son Peak Hour From 12:00 PM to 05:45 PM•Peak 1 of 1 Intersection 05:00 PM Volume 0 246 1 0 247 6 0 30 0 36 30 229 0 0 259 0 0 0 0 0 542 Percent 0.0 99.6 0.4 0.0 16.7 0.0 83.3 0.0 11.6 88.4 0.0 0.0 0.0 0.0 0.0 0.0 05:30 0 65 0 0 65 1 0 11 0 12 11 65 0 0 76 0 0 0 0 0 153 Volume Peak Factor 0.886 High Int. 05:00 PM 05:30 PM 05:30 PM Volume 0 69 1 0 70 1 0 11 0 12 11 65 0 0 76 Peak Factor 0.882 0.750 0.852 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : data9 406-447-5000 Site Code : 00000000 Start Date : 11/20/2003 Page No : 3 Ferguson Out In Total 235 247 F 482 246 1 0 Thru Left Peds 1 L+ T ° North �D W 11/20/03 5:00:00 PM CD r ��xo rn� w 11/20/03 5:45:00 PM Group 1 n m O O 01 N J Thru Ri t Peds 229 30 0 276 259 535 Out In Total Fer uson Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA1 406-447-5000 Site Code : 00000000 Start Date : 11/14/2003 Page No : 1 Groups Printed-Unshifted FERGUSSON FALLON FERGUSSON FALLON Southbound Westbound Northbound Eastbound Start Time Right Tluu Left Peds Right Thru Left Peds Rig�t � Left Peds Right Thru Left Peds Ina. Total Factor 1.01 1.0 1 1.01 1.0 1.0 1.01 1.0 1.0 1.0 1.0 1.01 1.0 1.01 1.0 1.0 1.0 07:00 AM 1 40 0 6 0 0 5 0 2 21 9 0 10 0 0 0 94 07:15 AM 0 48 0 5 0 0 4 0 1 29 7 0 11 1 0 0 106 07:30 AM 0 64 0 5 0 0 6 0 2 34 6 0 4 0 1 0 122 07:45 AM 1 72 2 6 3 0 6 0 2 37 8 0 11 0 1 0 149 Total 2 224 2 22 3 0 21 0 7 121 30 0 36 1 2 0 471 08:00 AM 1 74 1 10 0 1 5 0 1 47 15 0 10 0 0 0 165 08:15 AM 0 54 1 7 0 0 5 0 2 45 12 0 8 0 0 0 134 08:30 AM 1 55 1 21 0 1 3 0 1 37 24 0 4 0 0 0 148 08:45 AM 3 45 1 12 0 0 1 0 1 30 20 0 7 0 0 0 120 Total 5 228 4 50 0 2 14 0 5 159 71 0 29 0 0 0 567 Grand Total 7 452 6 72 3 2 35 0 12 280 101 0 65 1 2 0 1038 Apprch% 1.3 84.2 1.1 13.4 7.5 5.0 87.5 0.0 3.1 71.2 25.7 0.0 95.6 1.5 2.9 0.0 Total% 0.7 43.5 0.6 6.9 0.3 0.2 3.4 0.0 1.2 27.0 9.7 0.0 6.3 0.1 0.2 0.0 FERGUSSON FALLON FERGUSSON FALCON Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. 71ntiStart Time ht uLeft s Total ht u Left s Total ht u Left s Total ht u Left s Total Peak Hour From 07:00 AM to 08:45 AM-Peak I of 1 Intersection 07:45 AM Volume 3 255 5 44 307 3 2 19 0 24 6 166 59 0 231 33 0 1 0 34 596 Percent 1.0 83.1 1.6 14.3 12.5 8.3 79.2 0.0 2.6 71.9 25.5 0.0 97.1 0.0 2.9 0.0 08:00 1 74 1 10 86 0 1 5 0 6 1 47 15 0 63 10 0 0 0 10I 165 Volume Peak Factor 0.903 High Int. 08:00 AM 07:45 AM 08:00 AM 107:45 AM Volume 1 74 1 10 86 3 0 6 0 9 1 47 15 0 63 11 0 1 0 12 Peak Factor 0.892 0.667 0.917 0.708 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA1 406-447-5000 Site Code : 00000000 Start Date : 11/14/2003 Page No : 2 FERGUSSON Out In Total 170 307 1 477 3 2551 51 44 Right Thru Left Peds I�f m O m co 0 North Z c ro y OJ 1111410 m 111 r 4/03 8:30:00 AM r a =m Z Unshifted O �� m Nm n a 0 4� T r Left Thru Right Peds 59 166 61 0 307 231 538 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA2 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 1 Groups Printed-Unshifted FERGUSSON FALLON FERGUSSON FALLON Southbound Westbound Northbound Eastbound Start Time Right I Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds gInt,T Factor 1.0 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.01 1.01 1.01 1.0 1.01 1.01 1.01 1.0 04:00 PM 1 50 0 8 1 0 5 0 3 37 13 0 13 0 0 0 131 04:15 PM 1 50 1 9 4 0 1 0 2 62 14 0 9 1 1 0 155 04:30 PM 3 54 1 4 1 0 5 0 2 47 11 0 10 0 0 0 138 04:45 PM 1 57 0 11 2 2 2 0 1 54 28 0 14 1 1 0 174 Total 6 211 2 32 8 2 13 0 8 200 66 0 j 46 2 2 0 598 05:00 PM 2 64 0 20 1 2 7 0 2 53 32 0 17 0 1 0 I 201 05:15 PM 1 53 1 19 1 1 5 0 4 53 21 0 19 1 0 0 179 05:30 PM 0 75 3 13 0 0 2 0 3 52 20 0 13 1 1 0 183 05:45 PM 3 32 0 8 2 2 1 0 2 38 15 0 12 2 2 0 119 Total 6 224 4 60 4 5 15 0 11 196 88 0 61 4 4 0 682 Grand Total 12 435 6 92 12 7 28 0 19 396 154 0 107 6 6 0 1280 Apprch% 2.2 79.8 1.1 16.9 25.5 14.9 59.6 0.0 3.3 69.6 27.1 0.0 89.9 5.0 5.0 0.0 Total% 0.9 34.0 0.5 7.2 0.9 0.5 2.2 0.0 1.5 30.9 12.0 0.0 8.4 0.5 0.5 0.0 FERGUSSON FALLON FERGUSSON FALLON Southbound Westbound Northbound Eastbound Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr fed App. Int. Start Time ht u s I Total ht I u s Total ht u s Total ht u Left s Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:45 PM Volume 4 249 4 63 320 4 5 16 0 25 10 212 101 0 323 63 3 3 0 69 737 Percent 1.3 77.8 1.3 19.7 16.0 20.0 64.0 0.0 3.1 65.6 31.3 0.0 91.3 4.3 4.3 0.0 05:00 2 64 0 20 86 1 2 7 0 10 2 53 32 0 87 17 0 1 0 18 201 Volume Peak Factor 0.917 High Int. 05:30 PM 05:00 PM 05:00 PM 105:15 PM Volume 0 75 3 13 91 1 2 7 0 10 2 53 32 0 67I 19 1 0 0 20 Peak Factor 0.879 0.625 0.928 0.863 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA2 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 2 FERGUSSON Out In Total 219 320 539 �4 249 4� 63 Ri ht Thru Left Peds �O J A C CO North J 2 Z rn r ► D O c l H � -r -— 11/13/03 4:45:00 PIM N r m 11/13/03 5:30:00 PIM LL Q � 0 S Unshifted O O CDpr, N � O � 'O N d O - 4-1 T F4 Left Thru Right Peds 1011 2121 101 0 328 323 651 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA3 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 1 Groups Printed Unshifted COTTONWOOD HUFFINE COTTONWOOD HUFFINE Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds :Rig�ht . Left Peds Right Thru Left Peds Right Thru Left Peds Int. I Total Factor 1.01 1.0 1.0 1 1.0 1.0 1.0 1.0 1.0 1.0 1.01 1.01 1.0 1.01 1.01 07:00 AM 7 1 1 0 0 102 7 0 14 4 7 0 5 133 9 0 290 07:15 AM 12 2 0 0 3 112 8 0 10 3 8 0 7 187 12 0 364 07:30 AM 10 0 0 0 3 139 19 0 20 3 7 0 8 255 21 0 485 07:45 AM 12 2 1 0 4 120 16 0 24 1 1 0 10 279 19 0 489 Total 41 5 2 0 10 473 50 0 68 11 23 0 30 854 61 0( 1628 08:00 AM 10 1 0 0 4 113 10 0 26 0 5 0 9 209 13 0 400 08:15 AM 8 1 2 0 7 138 10 0 21 3 4 0 9 178 9 0 390 08:30 AM 16 1 3 0 4 100 8 0 11 1 5 0 0 178 8 0 335 08:45 AM 17 2 5 0 2 126 9 0 9 2 4 0 9 172 4 0 361 Total 51 5 10 0 17 477 37 0 67 6 18 0 27 737 34 0 1486 Grand Total 92 10 12 0 27 950 87 0 135 17 41 0 57 1591 95 0 3114 Apprch% 80.7 8.8 10.5 0.0 2.5 89.3 8.2 0.0 69.9 8.8 21.2 0.0 3.3 91.3 5.5 0.0 Total% 3.0 0.3 0.4 0.0 0.9 30.5 2.8 0.0 4.3 0.5 1.3 0.0 1.8 51.1 3.1 0.0 COTTONWOOD HUFFINE COTTONWOOD HUFFINE Southbound Westbound Northbound Eastbound Ri- Thr =PedApp. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht u Left ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak I of I Intersection 07:30 AM Volume 40 4 3 0 47 18 510 55 0 583 91 7 17 0 115 36 921 62 0 1019I 1764 Percent 85.1 8.5 6.4 0.0 3.1 87.5 9.4 0.0 79.1 6.1 14.8 0.0 3.5 90.4 6.1 0.0 07:45 12 2 1 0 15 4 120 16 0 140 24 1 1 0 26 10 279 19 0 308 489 Volume Peak Factor 10.902 High Int. 07:45 AM 07:30 AM 08:00 AM 07:45 AM Volume 12 2 1 0 15 3 139 19 0 161 26 0 5 0 31 10 279 19 0 308 Peak Factor 0.783 0.905 0.927 0.827 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA3 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 2 COTTONWOOD Out In Total 87 47 134 40 41 31 0 Right Thru Left Peds O North w - c LL ~ 11/13/03 7:30:00 AM c m L 11/LL r w z 13/03 8:15:00 AM F—w m Unshifted n o O ' � ° d y O m 41� F+ Left Thru Ri ht Peds Vi 91 0 210 Out In Total COTTONWOOD Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA4 406-447-5000 Site Code : 00000000 Start Date : 11/12/2003 Page No : 1 Groups Printed Unshifted COTTONWOOD HUFFINE COTTONWOOD HUFFINE Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Tlvv Left Peds Right Thru Left I Peds RightT ThruT Left Peds Int. Total Factor 1.01 1.01 1.0 1.01 1.01 1.01 1.0 1.01 1.01 1.01 1.01 1.01 1.0 1.0 04:00 PM 11 1 3 0 4 195 16 0 16 3 7 0 7 127 15 0 405 04:15 PM 17 1 5 0 7 205 12 0 15 1 11 0 5 163 16 0 458 04:30 PM 22 1 2 0 8 208 9 0 11 1 3 0 6 172 14 0 457 04:45 PM 14 0 1 0 6 212 23 0 23 0 8 0 11 167 25 0 490 Total 64 3 11 0 25 820 60 0 65 5 29 0 1 29 629 70 0 1810 05:00 PM 24 1 1 0 1 272 14 0 22 2 10 0 6 203 20 0 576 05:15 PM 25 1 1 1 3 282 17 0 27 1 8 0 11 195 14 0 586 05:30 PM 19 0 2 0 4 210 25 0 12 1 3 0 10 173 21 0 480 05:45 PM 14 1 1 0 2 166 21 0 16 0 6 0 8 169 12 0 416 Total 62 3 5 1 10 930 77 0 77 4 27 0 35 740 67 0 2058 Grand Total 146 6 16 1 35 1750 137 0 142 9 56 0 64 1369 137 0 3868 Apprch% 86.4 3.6 9.5 0.6 1.8 91.1 7.1 0.0 68.6 4.3 27.1 0.0 4.1 87.2 8.7 0.0 Total% 3.8 0.2 0.4 0.0 0.9 45.2 3.5 0.0 3.7 0.2 1.4 0.0 1.7 35.4 3.5 0.0 COTTONWOOD HUFFINE COTTONWOOD HUFFINE Southbound Westbound Northbound Eastbound Start Time Rig Thy I left Ped App. Rig T1U Left Ped App. Rig Thr Left Ped App. Rig Thy Left Ped App. Int. ht u s Total ht u s Total ht u s Total ht u si Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersection 04:45 PM j Volume 82 2 5 1 90� 14 976 79 0 1069 84 4 29 0 117 38 738 80 0 856 2132 Percent 91.1 2.2 5.6 1.1 1.3 91.3 7.4 0.0 71.8 3.4 24.8 0.0 4.4 86.2 9.3 0.0 05:15 25 1 1 1 28 3 282 17 0 302 27 1 8 0 36 11 195 14 0 220 586 Volume Peak Factor I 10.910 High Int. 05:15 PM 05:15 PM 05:15 PM 05:00 PM Volume 25 1 1 1 28 3 282 17 0 302 27 1 8 0 36 6 203 20 0 229 Peak Factor 0.804 0.885 0.813 0.934 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA4 406-447-5000 Site Code : 00000000 Start Date : 11/12/2003 Page No : 2 COTTONWOOD Out In Total 98 90 188 821 21 51 1 Ri ht Thru Left Peds R-21 O cc1 _ O r, J� I �7�A N C F m North W co nt / —?m C C LL ~ 11/12/03 4:45:00 PM -nLL cc _ Cn L 11/12/03 5:30:00 PM � O Z o� F--'4 m 0 0 O y Unshiked m o a D rn— d N O 4 T Lek Thru Right Peds 29 4 84 D 119 117 336 Out In Total COTTONWOOD Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA5 406-447-5000 Site Code : 00000000 Start Date : 11/14/2003 Page No : 1 Groups Printed Unshifted FERGUSSON DURSTON FERGUSSON DURSTON Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru [::Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I.0 1 1.0 1.0 1.0 1.0 1.01 1.01 1.0 07:00 AM 0 0 1 0 1 13 10 0 11 2 2 0 3 6 0 0 49 07:15 AM 0 0 0 0 0 14 13 0 19 1 2 0 3 8 0 0 60 07:30 AM 0 1 0 0 1 17 24 0 17 2 4 0 9 14 0 0 89 07:45 AM 0 0 2 0 3 15 31 0 17 0 2 0 7 4 1 1 83 Total 0 1 3 0 5 59 78 0 64 5 10 0 22 32 1 1 281 08:00 AM 0 0 0 0 1 20 34 0 14 3 12 0 10 18 1 0 113 08:15 AM 0 0 0 0 1 18 32 0 15 1 2 0 9 15 0 0 93 08:30 AM 0 0 1 0 0 14 28 0 11 3 5 0 11 21 1 0 95 08:45 AM 1 1 0 0 2 16 27 0 20 0 3 1 2 10 1 0 84 Total 1 1 1 0 4 68 121 0 60 7 22 1 32 64 3 0 385 Grand Total 1 2 4 0 9 127 199 0 124 12 32 1 54 96 4 1 666 Apprch% 14.3 26.6 57.1 0.0 2.7 37.9 59.4 0.0 73.4 7.1 18.9 0.6 34.8 61.9 2.6 0.6 Total% 0.2 0.3 0.6 0.0 1.4 19.1 29.9 0.0 18.6 1.8 4.8 0.2 8.1 14.4 0.6 0.2 FERGUSSON DURSTON FERGUSSON DURSTON Southbound Westbound Northbound Eastbound Rig I Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App.l Int. Start Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak I of I Intersection 08:00 AM Volume 1 1 1 0 3 4 68 121 0 193 60 7 22 1 90 32 64 3 0 99 385 Percent 33.3 33.3 33.3 0.0 2.1 35.2 62.7 0.0 66.7 7.8 24.4 1.1 32.3 64.6 3.0 0.0 08:00 0 0 0 0 0 1 20 34 0 55 14 3 12 0 29 10 18 1 0 29 113 Volume Peak Factor 0.852 High Int. 08:45 AM 08:00 AM 08:00 AM 108:30 AM Volume 1 1 0 0 2 1 20 34 0 55 14 3 12 0 29 11 21 1 Peak Factor 0.375 0.877 0.776 0.750 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA5 406-447-5000 Site Code : 00000000 Start Date : 11/14/2003 Page No : 2 FERGUSSON Out In Total 14 3 17 1 1 11 0 Ri ht Thru Left Peds m rn `n O 'r North Z 2 O rn L / 4 m c rn Q 11/14/03 8:00:00 AM Cn 11/14/03 8:45:00 AM = N °i O 0 � o Unshiked 0 �o a) a a o m— 41� T F+ Left Thru Ri ht Peds 221 7 601 1 154 90 244 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA6 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 1 Groups Printed Unshitted FERGUSSON DURSTON FERGUSSON DURSTON Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.01 1.01 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 2 0 0 0 26' 38 0 21 1 12 0 4 15 1 0 122 04:15 PM 0 2 1 0 1 19 36 0 27 1 8 0 8 17 1 0 121 04:30 PM 0 3 1 0 1 21 22 2 33 1 5 1 5 19 0 0 114 04:45 PM 1 3 1 0 2 23 36 0 28 0 6 0 8 21 0 0 129 Total 1 10 3 0 4 91 132 2 109 3 31 1 25 72 2 0 486 05:00 PM 1 0 0 0 0 25 42 0 28 0 13 0 13 22 0 0 144 05:15 PM 1 2 0 0 0 18 48 0 24 0 6 2 8 29 0 0 138 05:30 PM 0 1 0 0 0 16 34 0 26 0 6 0 7 19 0 0 109 05:45 PM 0 0 0 0 1 12 21 0 25 0 9 2 3 14 0 0 87 Total 2 3 0 0 1 71 145 0 103 0 34 4 31 84 0 0 478 Grand Total 3 13 3 0 5 162 277 2 212 3 65 5 56 156 2 0 964 Apprch% 15.8 68.4 15.8 0.0 1.1 36.3 62.1 0.4 74.4 1.1 22.8 1.8 26.2 72.9 0.9 0.0 Total% 0.3 1.3 0.3 0.0 0.5 . 16.8 28.7 0.2 22.0 0.3 6.7 0.5 5.8 16.2 0.2 0.0 FERGUSSON DURSTON FERGUSSON DURSTON Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Tttr Ped App. Int. Start Time ht u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak I of 1 Intersection 04:30 PM Volume 3 8 2 0 13 3 67 148 2 240 113 1 30 3 147 34 91 0 0 125 525 Percent 23.1 61.5 15.4 0.0 1.3 36.3 61.7 0.8 76.9 0.7 20.4 2.0 27.2 72.8 0.0 0.0 05:00 1 0 0 0 1 0 25 42 0 67 28 0 13 0 41 13 22 0 0 35 144 Volume Peak Factor 0.911 High Int. 04:45 PM 05:00 PM 05:00 PM 05:15 PM Volume 1 3 1 0 5 0 25 42 0 67 28 0 13 0 8 29 0 0 37 Peak Factor 0.650 0.896 0.8496 111 0.845 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA6 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 2 FERGUSSON Out In Total ® 13 1 17 3 81 21 0 Right Thru Left Peds oo (D T � O N J ♦- North °' 2 O N rn / f �m � c g 1 3/034:30:00 M Cl) 1111//113/03 5:15:00 PM o Unshifted Z O� oy (D o d C N N T F+ Left Thru Right Peds 30 1 1131 3 190 147 337 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA7 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 1 Groups Printed.Unshifted FERGUSSON BABCOCK FERGUSSON BABCOCK Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Ita Total Factor 1.0 1.0 1.01 1.0 1.0 1.0 1 1.0 1.0 1.0 1.0 1.0 1.0 1.01 1.01 1.0 07:00 AM 1 16 0 0 2 3 18 1 4 14 0 0 2 2 0 0 63 07:15 AM 1 32 0 0 3 1 10 1 10 23 1 0 0 1 1 0 84 07:30 AM 1 24 0 1 0 2 13 0 7 13 2 0 0 0 0 0 63 07:45 AM 3 55 0 0 0 6 24 0 1 5 32 3 1 4 0 1 0 134 Total 6 127 0 1 5 12 65 2 1 26 82 6 1 6 3 2 0 1 344 08:00 AM 7 48 1 0 5 2 10 0 5 24 0 1 1 0 0 0 104 08:15 AM 0 56 0 0 5 5 6 0 7 34 2 1 1 3 0 2 122 08:30 AM 3 30 0 0 1 3 4 0 2 15 8 0 0 2 5 0 73 08:45 AM 4 34 1 0 2 4 10 0 6 17 0 1 2 1 2 0 64 Total 14 168 2 0 13 14 30 0 20 90 10 3 4 6 7 2 1 383 Grand Total 20 295 2 1 18 26 95 2 46 172 16 4 10 9 9 2 121 Apprch% 6.3 92.8 0.6 0.3 12.8 18.4 67.4 1.4 19.3 72.3 6.7 1.7 33.3 30.0 30.0 6.7 Total% 2.8 40.6 0.3 0.1 2.5 3.6 13.1 0.3 6.3 23.7 2.2 0.6 1.4 1.2 1.2 0.3 FERGUSSON BABCOCK FERGUSSON BABCOCK Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr T­f�ed App. Int.Start Time ht u Left s Total ht u LeftsTotals Total ht u Left Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak I of I Intersection 07:45 AM Volume 13 189 1 0 203 11 16 44 0 71 19 105 13 3 140 6 5 6 2 19 433 Percent 6.4 93.1 0.5 0.0 15.5 22.5 62.0 0.0 13.6 75.0 9.3 2.1 31.6 26.3 31.6 10.5 Volume 3 55 0 0 58 0 6 24 0 30 5 32 3 1 41 4 0 1 0 5 134 Peak Factor 0.808 High Int. 07:45 AM 07:45 AM 08:15 AM 08:30 AM Volume 3 55 0 0 58 0 6 24 0 30 7 34 2 1 44 0 2 5 0 7 Peak Factor 0.875 0.592 0.795 0.679 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA7 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 2 FERGUSSON Out In Total 122 203 1 325 13 1891 11 0 Ri ht Thru Left Peds LI NO e 2 North U Y rn .�� —� D U F03 0 c /13/03 7:45:00 AM Q /13/03 8:30:00 AM O n m x� v Unshifted O CD a � w D N O Left Thru Ri ht Peds 13 1051 191 3 239 140 379 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA8 406-447-5000 Site Code : 00000000 Start Date : 11/12/2003 Page No : 1 Groups Printed-Unshifted FERGUSSON BABCOCK FERGUSSON BABCOCK Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.01 1.0 1 1.0 1 1.0 1.0 1.0 1.0 1.0 1.01 1.0 03:45 PM 1 45 2 0 3 4 8 0 8 33 2 0 0 3 0 0 109 Total 1 45 2 0 3 4 8 0 8 33 2 0 0 3 --6-0 109 04:00 PM 1 40 3 0 4 2 16 0 10 31 2 0 I 3 1 1 0 114 04:15 PM 2 35 2 1 4 2 9 0 8 29 0 1 4 2 1 0 100 04:30 PM 0 22 6 2 3 6 13 0 11 25 1 1 1 1 1 1 94 04:45 PM 2 47 3 2 2 4 11 1 5 34 1 0 6 5 2 0 125 Total 5 144 14 5 13 14 49 1 34 119 4 2 14 9 5 1 433 05:00 PM 1 47 1 0 3 4 21 3 5 51 1 1 1 7 3 0 149 05:15 PM 1 49 7 0 6 7 17 1 11 41 4 2 2 8 3 1 160 05:30 PM 2 46 6 0 4 1 19 0 12 49 3 2 4 9 1 0 158 05:45 PM 1 42 2 1 1 3 14 0 6 50 1 1 1 2 1 0 128 Total 5 184 16 1 14 15 71 41 36 191 9 6 8 26 8 1 595 Grand Total 11 373 32 6 30 33 128 5 78 343 15 8 22 38 13 2 1137 Apprch% 2.6 88.4 7.6 1.4 15.3 16.8 65.3 2.6 17.6 77.3 3.4 1.8 29.3 50.7 17.3 2.7 Total% 1.0 32.8 2.8 0.5 2.6 2.9 11.3 0.4 6.9 30.2 1.3 0.7 1.9 3.3 1.1 0.2 FERGUSSON BABCOCK FERGUSSON BABCOCK Southbound Westbound Northbound Eastbound Rig Thr Left Left Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr Ped App. Int. Start Time ht u s Total ht u s Total ht u s Total ht u Left s Total Total Peak Hour From 03:45 PM to 05:45 PM-Peak 1 of 1 Intersection 05:00 PM Volume 5 184 16 1 206 14 15 71 4 104 36 191 9 6 242 8 26 8 1 43 595 Percent 2.4 89.3 7.8 0.5 13.5 14.4 68.3 3.8 14.9 78.9 3.7 2.5 18.6 60.5 18.6 2.3 05:15 1 49 7 0 57 6 7 17 1 31 11 41 4 2 58 2 8 3 1 14 160 Volume Peak Factor 0.930 High Int. 05:15 PM 05:00 PM 05:30 PM 105:15 PM Volume 1 49 7 0 57 3 4 21 3 31 12 49 3 2 66 2 8 3 1 14 Peak Factor 0.904 I 0.839 0.917 0.768 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA8 406-447-5000 Site Code : 00000000 Start Date : 11/12/2003 Page No : 2 FERGUSSON Out In Total 213 206 419 51 1841 161 1 Right Thru Left Peds Fc\jl CO f- J A J.C. North CO Y N W U V f- ' ~C Ut W 0 m00 �¢0 1 1//12103 5:00:00 PM _ a n CO 111 O 2J03 5:45:00 PM �M N x Unshifted _U p0 a) a a N A _ /� T F+ Left Thru Right Peds 9 F 191 j 361 6 263 242 505 Out In Total FERGUSSON Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA1 406-447-5000 Site Code : 00000000 Start Date : 11/14/2003 Page No : 1 Groups Printed Bank 1 FERGUSSON Ridge Entrance FERGUSSON Ridge Entrance Southbound Westbound Northbound Eastbound EStan Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.01 1.0 1.0 1.01 1.0 1.01 1.01 1.0 1.0 1,01 1.01 1.01 1.0 07:00 AM 1 0 0 0 0 0 2 0 0 0 1 0 4 0 12 0 20 07:15 AM 2 0 1 0 0 0 2 0 1 0 1 0 3 2 7 0 19 07:30 AM 9 0 1 0 0 0 0 0 1 0 1 0 1 0 9 0 22 07:45 AM 10 0 1 0 0 1 4 0 1 0 3 0 1 0 2 0 23 Total 22 0 3 0 0 1 8 0 3 0 6 0 9 2 30 0 84 08:00 AM 8 0 0 0 1 0 0 0 0 0 4 0 1 0 3 0 17 08:15 AM 7 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 12 08:30 AM 12 0 0 0 0 0 1 0 0 0 6 0 0 0 2 0 21 08:45 AM 4 0 0 0 0 0 1 0 1 0 4 0 4 0 4 0 18 Total 31 0 0 0 1 0 4 0 1 0 16 0 5 0 10 0 68 Grand Total 53 0 3 0 1 1 12 0 4 0 22 0 14 2 40 0 152 Apprch% 94.6 0.0 5.4 0.0 7.1 7.1 85.7 0.0 15.4 0.0 84.6 0.0 25.0 3.6 71.4 0.0 Total% 34.9 0.0 2.0 0.0 0.7 0.7 7.9 0.0 2.6 0.0 14.5 0.0 9.2 1.3 26.3 0.0 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : DATA2 406-447-5000 Site Code : 00000000 Start Date : 11/13/2003 Page No : 1 Groups Printed-Bank 1 FERGUSSON Ridge Entrance FERGUSSON Ridge Entrance Southbound Westbound Northbound Eastbound Ina. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 9 0 2 0 2 0 0 0 0 0 6 0 4 0 3 0 26 04:15 PM 14 0 1 0 0 0 1 0 3 0 7 0 2 0 4 0 32 04:30 PM 13 0 0 0 1 0 5 0 3 0 4 0 3 0 3 0 32 04:45 PM 10 0 1 0 0 1 0 0 2 0 1 0 3 0 6 0 24 Total 46 0 4 0 3 1 6 0 8 0 18 0 12 0 16 0 114 05:00 PM 18 0 1 0 1 0 2 0 2 0 5 0 1 0 2 0 32 05:15 PM 16 0 0 0 0 0 1 0 1 0 6 0 3 0 7 0 34 05:30 PM 10 0 0 0 0 1 3 0 1 0 4 0 2 0 7 0 28 05:45 PM 7 0 1 0 0 1 0 0 1 0 2 0 1 0 11 0 24 Total 51 0 2 0 1 2 6 0 5 0 17 0 7 0 27 0 118 Grand Total 97 0 6 0 4 3 12 0 13 0 35 0 19 0 43 0 232 Apprch% 94.2 0.0 5.8 0.0 21.1 15.8 63.2 0.0 27.1 0.0 72.9 0.0 30.6 0.0 69.4 0.0 Total% 41.8 0.0 2.6 0.0 1.7 1.3 5.2 0.0 5.6 0.0 15.1 0.0 8.2 0.0 18.5 0.0 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : ferg 406-447-5000 Site Code : 00000000 Start Date : 01/16/2003 Page No : 1 Groups Printed-1 -Unshifted FERGUSSON HUFFINE HUFFINE Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Tiuu Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 .01 1.01 1.0 1.0 1.0 1 1.01 )1 1.0 07:00 AM 22 0 24 0 17 50 0 0 0 0 0 0 0 103 12 1 229 07:15 AM 18 0 22 0 15 79 0 0 0 0 0 0 0 117 14 0 265 07:30 AM 40 0 24 0 16 97 0 0 0 0 0 0 0 208 17 0 402 07:45 AM 55 0 36 0 28 105 0 0 0 0 0 0 0 243 42 0 509 Total 135 0 106 0 76 331 0 0 0 0 0 0 1 0 671 85 1 1405 08:00 AM 35 0 31 0 28 107 0 0 0 0 0 0 0 177 42 0 420 08:15 AM 55 0 43 0 59 111 0 1 0 0 0 0 0 212 31 0 512 06:30 AM 29 0 32 0 32 104 0 0 0 0 0 0 0 161 30 0 388 06:45 AM 20 0 26 0 34 127 0 0 0 0 0 0 0 186 33 0 426 Total 139 0 132 0 153 449 0 1 0 0 0 0 0 736 136 0 1746 Break 04:00 PM 40 0 23 0 53 210 0 0 0 0 0 0 0 128 16 0 470 04:15 PM 39 0 40 0 46 206 0 0 0 0 0 0 0 144 30 0 505 04:30 PM 37 0 47 0 58 190 0 0 0 0 0 0 0 131 33 0 496 04:45 PM 44 0 37 0 40 223 0 0 0 0 0 0 0 166 40 0 550 Total 160 0 147 0 197 829 0 0 0 0 0 0 0 569 119 0 2021 05:00 PM 54 0 34 0 59 211 0 0 0 0 0 0 0 169 31 0 558 05:15 PM 54 0 41 0 52 204 0 0 0 0 0 0 0 148 28 0 527 05:30 PM 36 0 43 0 35 229 0 0 0 0 0 0 0 159 34 0 536 05:45 PM 35 0 36 0 43 167 0 0 0 0 0 0 0 154 33 0 468 Total 179 0 154 0 189 811 0 0 0 0 0 01 0 630 126 0 2089 Grand Total 613 0 539 0 615 2420 0 1 0 0 0 0 0 2606 466 1 7261 Apprch% 53.2 0.0 46.8 0.0 20.3 79.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 84.8 15.2 0.0 Total% 6.4 0.0 7.4 0.0 8.5 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35.9 6.4 0.0 FERGUSSON HUFFINE HUFFINE Southbound Westbound Northbound I Eastbound Start Time Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. ht u s Total ht u s Total ht u s Total hi u s Total Total Peak Hour From 07:00 AM to 12:30 PM-Peak 1 of 1 Intersection 07:30 AM Volume 185 0 134 0 319 131 420 0 1 552 0 0 0 0 0 0 840 132 0 972 1843 Percent 58.0 0.0 42.0 0.0 23.7 76.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 86.4 13.6 0.0 08:15 55 0 43 0 98 59 Ill 0 1 171 0 0 0 0 0 0 212 31 0 243 512 Volume Peak Factor I 0.900 High Int. 08:15 AM 08:15 AM 6:45:00 AM 07:45 AM Volume 55 0 43 0 98 59 Ill 0 1 171 0 0 0 0 0 0 243 42 0 285I Peak Factor 0.814 0.807 0.853 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : ferg 406-447-5000 Site Code : 00000000 Start Date : 01/16/2003 Page No : 2 FERGUSSON Out In Total 263 319 1 582 1851 1341 0 Right Left Peds r � L,, O A ~ T J� North w m _ N C LL ° m t—► 1/16/03 7:30:00 AM /—?N N T j ~ 1/16/03 8:15:00 AM o N z = m o m o 1-Unshifted CL n- 0 m IL o N N m Peak Hour From 12:45 PM to 05:45 PM-Peak 1 of 1 Intersection 04:45 PM Volume 188 0 155 0 343 186 867 0 0 1053 0 0 0 0 0 0 642 133 0 775 2171 Percent 54.8 0.0 45.2 0.0 17.7 82.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 82.8 17.2 0.0 05:00 54 0 34 0 88 59 211 0 0 270 0 0 0 0 0 0 169 31 0 200 558 Volume Peak Factor 0.973 High Int. 05:15 PM 05:00 PM 04:45 PM Volume 54 0 41 0 95 59 211 0 0 270 0 0 0 0 0 0 166 40 0 206 Peak Factor 0.903 0.975 0.941 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : ferg 406-447-5000 Site Code : 00000000 Start Date : 01/16/2003 Page No : 3 FERGUSSON Out In Total 319 343 662 1881 155 0 Right Left Peds m T * �O ~T North w O Z n a C LL' c—♦• 1/16/03 4:45:00 PM 4—? o ~ /16/03 5:30:00 PM z = o N -o 0 o d 1-Unshifted a o mm o— Appendix II • Traffic Volume Figures for AM and PM peak hours . Trip Distribution • 2007 Traffic Volumes with Build Out of Development E 0 U U ¢ >m C LL 3 N O ►C,�,y ►C•��� LL �j� �Gt�� IC.ly iGt� ��jy �CtR. /�1y I�t*� IC,�,�I I1*4� Y�A� I �N N Y ► i�?rN Y ►A�?Jr NY ► I J� Yi I Jf Y ►A� I Y 1�N.-NOm mNN.-Om m.- m NO cc Cl m D_ L F- D_ O o N A n N O N O O^ m ^ O I Y ►A� i J� ►A Y� I CO O O N O m O N ^ O m �O O O G 0]L 0 N LL m O C J ` m = q mov��nm D N 3 U O VCl.N^ 0 sf tO N m m t 0 N O N j f0 = �l Y U� Q W U c r m $f0 �� S C E 0 n n E m o d l > m m m Q O N m W W O m 0 N W W N W v O W W 1� rr 1� mm (`Y Nm rm rONr r O O th W N O m N O W W(D W W \ V V N m O N v m v[7 m m O m W f1 N W r N C N N N N W N r W N O� N N Q L h 'O Q O �Np N c O W N r N N N O O N N N m > r O O N O W O N N W N y W Q N W N � r O � N 10 J m LL d d C 7 � m = �o m O 0 U n c 0 N d Q d j O' O m = �l Y Y � da a Qr U �= 8 En m H N N C E N > O N C Q L > M O N CN, > N M r m m m m ON O N N N m r N m d'0 r m r M O N O m O M O IDNM M mM � C Ir O � .,�►�t� �� �t,� � ►rRt�' �� RTC ��. �t� ���'�tr '� Rfi Q L F O 0 10 h .0 O O O. :!M N N m O M O m C 0 E2 O c o ttcpp 0] LL J N O C a�i 2 Q O C V N r h m m N ,o romchMm g 3 U m 0 M M m M m N N M C -m C N r Ea O O N O O Q L � N � S > Y Q O o a C(L 1 O d Q O O U7 F N N 'S C7 FEF n in U ro o 0 C L 1 > N m t7 OOn OOm mmm <']NN�mm WOQ ONm NO C O LL rj� �•-� rj� ►��R rj� �.-� rj� �.�R rjy �. R rj N N N O O V t7000 O M r NOm MOB m.-Om 0.N 000 m mN N N V^m m V m m M m.- ^N N m N � Q S H Ol 9 Q O c r 0 0 0 0 N N O N > •- � r O Q T� � ►�Rt�' ►'' yRt _O O O O n N N N N.0 N O min O U) 1 (n OU O LD N J LL C C N yy= < 0 N V r r 0kc m m a m o ry R r jy ►�.-� U C') C N 0 a 0 0 c v L ry m s m m oa o 0 d N O U N o a ,a < L O U L m U ^ c O a 0o n O U) N N3� C E 0 U7 n U m c v C L > N 0 0 0 0 0� > O m O O m O-O N N O O O O m V O O V O N N.-O O m O m N O m N � mm mN O O N rjy ,c4R � rj� ►�fR rjy ►�.-R rjy ►�.-R rjy ►�+R rj� ►�fR r j LL 00000o m Imo o�o�o. mN000- <oro ro m o o, Q L I- m N m O c rn O m m m C m N N O jy �R r jy ►�a� r� R r j 1r � ►,�R1r ►� �R1 0 00ov mmm N J p Y � n m LL J _C J >> 2 Q O O 3 U O N N O M O U C i0 y F W ir C N N O a J N m a a m g o rn� N a N C E 0 O U m o d m G 2 LL d OOmOON 4 OmNOON O.-O OOONNO O W 0�O0 OmO V nv O m V O ����1� y� �1� ����1� � ► ►�1r �� �1� yi�R1� x A�1 000000 mo W o nmoco.-�n .-c�ov oo OmonN W W o cooroo N W N�- n W �- 10 n N O d 'O Q L F- m W M d --N N(7 tW0 N O N.- jy ►�� ,ply ��� �y ►� ,� j OO O.-M ON Nm W N W n T O Y � C d - W = 9 N N N N 8 3 `o U O N t7OON N O N U Y 10 d Q C d d O O O _d = � Y j d d d Q U 0 d d �U Q A g o E 0 U in U > m c y ¢ LL > V N V t0 N > Nm*- Qm Own Nt0 t0 .- mon mn NNtO tow mf0 t0 O tOmN C Q C Nm0 N N O 21 N Y��R I � Yi Rt� Y ►�R�� Y�' R�� Y ► R I � Y ►�R I � Y RT t0 N N �N� Q L F Er O N n N N N t0 lT N C 6J M N it> M N > n O j� �R � �cj� �GaR � jy ►�fR X1 TJ° Y ►'�R�J° Y�AR� � YR � ir O uJ m[tJ G9(n tN n tO N y N n 10 N O1 V a J NU O � O m C m LL y ? C C - O 3 U m(O N 6]tT tT r � O N Q O O N � 2 � `m C E 0 cn U N O N c ¢ _ m lL > W C O ,r,�� �c.-R � �jy ►�tR rjy �tR �jy �f'� �jy �tR r�ly �tR ►� j W(7 W N.-W W V N cc UI 'O Q L F D 2 O 0 N n O CO W O N N m m N N N o O Cn n LL O C_ O 7 � m {p= O O U = C o E d a ¢ o m � m > 'o m a ao a a` N !n F N $ Appendix III • Existing Levels of Service • 2007 Levels of Service without Project • 2007 Levels of Service with Project Completed Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2003 Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume (v h) 142 849 420 131 134 158 % Heavy veh 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 1 0.85 0.85 Actuated P/A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 15.0 12.0 1 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 13.0 3.0 3.0 1 1 3.0 7 Phasin EW Perm 02 03 04 SB Only06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = iming Y= 7 IY= Y= IY= 1Y= 5 Y= Y= jY= Duration of Analysis hrs = 0.25 C cle Length C = 90.0 Lane Group CapacltX, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 167 999 494 154 158 186 Lane group cap. 499 1845 1845 825 642 574 v/c ratio 0.33 0.54 0.27 0.19 1 0.25 0.32 Green ratio 0.51 0.51 0.51 0.51 0.36 0.36 Unif. delay d1 13.0 14.9 12.5 11.9 20.5 21.1 Delay factor k 0.11 0.14 0.11 0.11 0.11 0.11 Increm. delay d2 0.4 0.3 0.1 0.1 0.2 a3 PF factor 1.000 11.000 1 1.000 11.000 1.000 1.000 Control delay 13.4 15.2 12.5 12.0 20.7 21.5 Lane group LOS B B B B C C Apprch. delay 14.9 12.4 21.1 Approach LOS B B C Intersec. delay 15.2 Intersection LOS B HCS2000TM Copyright O 2000 University of Florida,All Rights Reserved Version 4.1 c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2003 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR I L TR LTR LTR Volume v h 62 921 36 55 510 18 17 7 91 3 4 40 OYO Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 P H F 0.85 0.85 0.85 0.90 0.90 jo.90 0.90 0.90 0.90 0.80 0.80 10.80 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 112.0 15.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 13.0 3.0 3.0 3.0 Phasinq I EW Perm 02 03 04 NS Perm 06 07 08 G = 58.0 G = G = G = G = 20.0 G = G = G = Timing Y= 7 Y= Y= IY= Y= 5 Y= IY = IY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 73 1126 61 587 1128 59 Lane group cap. 580 2314 289 2315 361 368 v/c ratio 0.13 0.49 0.21 0.25 0.35 0.16 Green ratio 0.64 0.64 0.64 0.64 10.22 0.22 Unif. delay d1 6.2 8.3 6.6 6.8 29.6 28.2 Delay factor k 0.11 0.11 0.11 10.11 0.11 0.11 Increm. delay d2 0.1 0.2 0.4 0.1 1 0.6 0.2 PF factor 1.000 1.000 1.000 1.000 11,000 1.000 Control delay 6.3 8.4 7.0 6.9 30.2 28.4 Lane group LOS A A A I A C C Apprch. delay 8.3 6.9 30.2 28.4 Approach LOS A A C C Intersec. delay 9.8 Intersection LOS A HCS2000TM Copyright OO 2000 University of Florida,All Rights Reserved Version 4.1c Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency/Co. Robert Peccia & Jurisdiction MDTI City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 jAnalysis Time Period [AM Peak Hour________ji Project Description East/West Street: Huffine LnNorth/South Street: Cottonwood Rd Intersection Orientation: East-West IStud y Period (h�. O.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 62 921 36 55 510 18 Peak-Hour Factor, PHF a85 0.85 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 72 1083 42 61 1 566 19 Percent Heavy Vehicles 0 -- 0 Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signa 1 1 1 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 7 91 3 4 40 Peak-Hour Factor, PHF 0.90 ago 0.90 0.80 0.80 0.80 Hourly Flow Rate, HFR .18 7 100 3 1 4 1 49 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade 0 0 Flared Approach N N Storage 0 0 FT Channelized 0 0 Lanes 0 1 0 0 1 1 0 Configuration L TR L TR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR v (vph) 72 61 125 56 C (m) (vph) 1000 628 180 296 v/C a07 0.10 0.69 0.19 95% queue length 0.23 a32 4.22 a68 Control Delay 8.9 11.3 61.0 20.0 LOS A B F C Approach Delay 61.0 20.0 rp—proach LOS F C Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Date Performed 11-20-03 Analysis ','--ar 2003 nal sis Time Period AM Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West ]StudyPeriod hrs : a25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 4 1011 0 0 581 1 Peak-Hour Factor, PHF 0.90 0.90 0.85 0.90 0.85 0.85 Hourly Flow Rate, HFR 4 1123 0 0 683 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 2 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 1 0 1 0 0 0 2 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration i I R Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R (vph) 4 2 C (m) (vph) 919 660 v/c 0.00 0.00 95% queue length 0.01 0.01 Control Delay 8.9 10.5 LOS A B Approach Delay -- -- 10.5 Approach LOS -- -- B „Y. , , .------ Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY I eneral Information Site Information nalyst RPA Valley Commons/ General Agency/Co. Robert Peccia & Ferguson Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2003 Analysis Time Period AM Peak Hour Project Description East/West Street: Valley Commons North/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 194 6 11 288 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 242 1 7 12 338 1 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 38 0 6 0 0 0 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 54 0 1 8 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 12 62 C (m) (vph) 1328 485 v/c 0.01 0.13 95% queue length 0.03 0.44 Control Delay 7.7 13.5 LOS A B -Approach Delay -- -- 13.5 Approach LOS -- -- B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Anal sis'Time Period AM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 59 166 6 5 255 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 65 184 6 5 283 3 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 19 2 3 1 0 33 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 27 2 4 1 0 1 47 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 65 5 33 48 C (m) (vph) 1288 1396 381 745 vlc 0.05 0.00 0.09 0.06 95% queue length 0.16 0.01 0.28 0.21 Control Delay 7.9 7.6 15.3 10.2 LOS A A C B Approach Delay -- -- 15.3 10.2 Approach LOS -- - C B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Anal sis Time Period AM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 15 154 1 1 255 37 Peak-Hour Factor, PHF 0.90 1 0.90 0,90 0.90 0.90 0.90 Hourly Flow Rate, HFR 16 171 1 1 283 41 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 1 1 2 0 8 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 10 1 1 2 0 11 ____f_ Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach N6 SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 16 1 12 13 C (m) (vph) 1247 1417 480 680 v/c 0.01 0.00 0.03 0.02 95% queue length 0.04 0.00 0.08 0.06 Control Delay 7.9 7.5 12.7 10.4 LOS A A B B Approach Delay -- -- 12.7 10.4 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ravalli/Ferguson Robert Peccia& Agency/Co. Jurisdiction MDT/City of Bozeman Associates Date Performed 11-20-03 Analysis Year 2003 Analysis Time Period AM Peak Hour Project Description East/West Street: Ravalli North/South Street: Ferguson Ave Intersection Orientation: North-South ]StudyPeriod hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 155 6 3 250 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 193 1 7 3 1 294 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 34 0 9 0 0 0 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 48 1 0 1 12 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 J__ Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 3 60 C (m) (vph) 1384 579 v/c 0.00 0.10 95%queue length 0.01 0.34 Control Delay 7.6 11.9 LOS A B Approach Delay -- -- 11.9 Approach LOS -- -- B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period AM Peak Hour Project Description East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 13 105 19 1 189 13 Peak-Hour Factor, PHF 0.80 1 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 16 131 1 23 1 1 222 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 44 16 11 6 5 6 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 62 22 1 15 8 7 1 8 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level:of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 16 1 99 23 C (m) (vph) 1342 1439 569 592 v/c 0.01 0.00 0.17 0.04 95% queue length 0.04 0.00 0.63 0.12 Control Delay 7.7 7.5 12.7 11.3 LOS A A B B Approach Delay -- -- 12.7 11.3 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 nal ,sis Time Period M Peak Hour Project Description East/West Street: Durston Rd. North/South Street: Ferguson Ave Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 64 32 121 68 4 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.85 0.85 0.85 Hourly Flow Rate, HFR 4 85 42 142 79 1 4 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 22 7 60 1 1 1 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 29 9 1 80 1 1 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 4 142 118 3 C (m) (vph) 1507 993 596 541 /c 0.00 0.14 0.20 0.01 95%queue length 0.01 0.50 0.73 0.02 Control Delay 7.4 9.2 12.5 11.7 LOS A A B B Approach Delay -- -- 12.5 11.7 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period AM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 0 1 2 0 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 0 1 2 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 10 2 0 8 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 2 1 12 1 2 0 9 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 0 2 16 9 C (m) (vph) 1636 1635 929 893 /c 0.00 0.00 0.02 0.01 95%queue length 0.00 0.00 0.05 0.03 Control Delay 7.2 7.2 8.9 9.1 LOS A A A A Approach Delay -- -- 8.9 9.1 pproach LOS -- -- A A Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003 Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R I L R Volume (v h) 143 672 877 186 1155 188 % Heavy veh 0 0 0 0 0 0 PH F 0.90 0.90 0.93 10.93 0.93 10.93 Actuated P/A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 1 3.0 3.0 3.0 Ped/Bike/RTOR Volume 1 0 0 0 0 0 Lane Width 15.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 1 0 1 0 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Onl 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y= 7 IY= Y= IY= IY= 5 Y= IY= IY = Duration of Analysis (hrs2 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 159 747 1943 200 167 1202 Lane group cap. 256 1845 1845 825 642 574 /c ratio 0.62 0.40 0.51 0.24 0.26 10.35 Green ratio 0.51 0.51 1 0.51 0.51 1 0.36 0.36 Unif. delay d1 15.8 13.6 14.6 12.3 20.6 21.4 Delay factor k 0.20 0.11 0.12 0.11 0.11 0.11 Increm. delay d2 4.6 0.1 0.2 0.2 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 20.3 113.7 14.8 12.4 20.8 21.7 Lane group LOS C I B I B B C C Apprch. delay 14.9 14.4 21.3 Approach LOS B B C Intersec. delay 15.6 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003 Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 80 738 38 79 976 14 29 4 84 5 2 82 % Heavy veh 0 L 0 0 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.90 0.90 0.90 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N I N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Per 02 03 04 NS Perm 06 07 08 G = 58.0 G = G = G = G = 20.0 G = G = G = Timing Y= 7 Y= Y= IY= IY= 5 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C= 90.0 Lane Group Ca acit Control DeIaV, and LOS Determination EB WB NB SB Adj. flow rate 94 913 88 1100 138 104 Lane group cap. 300 2309 387 2321 346 364 v/c ratio 0.31 0.40 0.23 0.47 0.40 0.29 Green ratio 0.64 0.64 0.64 0.64 0.22 0.22 Unif. delay d1 7.1 7.6 6.7 8.2 29.9 29.1 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.6 0.1 1 0.3 0.2 0.8 0.4 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 Control delay 7.7 7.7 7.0 8.3 30.6 29.5 Lane group LOS A A A A C C pprch. delay 7.7 8.2 30.6 29.5 Approach LOS A I A C C Intersec. delay 10.2 1 Intersection LOS 6 HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency/Co. Robert Peccia & Jurisdiction MDT/Cit-v of Bozeman Associates Date Performed ]11-20-03 Analysis Year 2003 [Analysis Time Period PM Peak Hour Project Description East/West Street: Huffine Ln North/South Street: Cottonwood Rd Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 80 738 38 79 976 14 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 94 1 868 1 44 87 1 1084 1 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 29 4 84 5 2 82 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 34 4 98 5 2 96 --: --+ Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (vph) 94 87 136 103 C (m) (vph) 643 767 101 225 /c 0.15 0.11 1.35 0.46 95%queue length 0.51 0.38 9.66 2.21 Control Delay 11.6 10.3 285.0 33.8 LOS B B F D Approach Delay -- -- 285.0 33.8 Approach LOS -- -- F D Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. Agency/Co. Robert Peccia& Jurisdiction MDT/(W of Bozeman Associates Date Performed 11-20-03 Analysis Year 2003 Anal sis Time Period PM Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West [Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 6 821 0 0 1069 5 Peak-Hour Factor, PHF 0.90 0.90 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 6 912 0 0 1187 5 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 1 0 0 0 0 1 6 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 1 Configuration R Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v(vph) 6 6 C (m) (vph) 593 452 /c 0.01 0.01 95% queue length 0.03 0.04 Control Delay 1 L 1 13.1 LOS B B Approach Delay -- -- 13.1 Approach LOS -- -- B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Agency/Co. Robert Peccia& Ferguson Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2003 Analysis Time Period PM Peak Hour Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 260 56 19 290 0 Peak-Hour Factor, PHF 0.80 0.90 0.90 0.90 0.90 0.85 Hourly Flow Rate, HFR 0 1 288 62 21 322 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 67 0 40 0 0 0 Peak-Hour Factor, PHF 0.80 0.70 0.80 0.70 0.70 0.70 Hourly Flow Rate, HFR 83 0 49 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 0 0 0 Configuration I LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 21 132 C (m) (vph) 1220 490 v/c 0.02 0.27 95%queue length 0.05 1.08 Control Delay 8.0 15.0+ LOS A C Approach Delay - -- 15.0+ Approach LOS -- -- C Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: Fallon St, North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 101 212 10 4 249 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 112 235 11 4 276 4 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 16 5 4 3 3 63 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.85 0.85 0.85 Hourly Flow Rate, HFR 22 1 7 1 5 3 1 3 74 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 112 4 34 80 C (m) (vph) 1294 1332 296 686 v/c 0.09 0.00 0.11 0.12 95%queue length 0.28 0.01 0.38 0.39 Control Delay 8.0 7.7 18.7 10.9 LOS A A C B Approach Delay -- -- 18.7 10.9 Approach LOS -- -- C B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 16 192 6 2 224 54 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 17 1 213 1 6 2 248 1 60 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 2 1 9 0 22 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 8 1 2 1 1 12 0 31 Percent Heavy Vehicles 0 1 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 17 2 11 43 C (m) (vph) 1264 1362 447 642 v/c 0.01 0.00 0.02 0.07 95% queue length 0.04 0.00 0.08 0.21 Control Delay 7.9 7.6 13.3 11.0 LOS A A B B Approach Delay -- -- 13.3 11.0 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ravalli/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Anal sis'Time Period PM Peak Hour Project Description East/West Street: Ravalli North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 229 30 1 246 0 Peak-Hour Factor, PHF 0.90 1 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 254 33 1 273 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 30 0 6 0 0 0 Peak-Hour Factor, PHF 0.70 0.90 0.70 0.90 0.90 0.90 Hourly Flow Rate, HFR 42 1 0 1 8 0 1 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 0 Configuration LR �Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 1 50 C (m) (vph) 1287 533 v/c 0.00 0.09 95% queue length 0.00 0.31 Control Delay 7.8 12.5 LOS A B Approach Delay -- -- 12.5 Approach LOS -- -- B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South ]Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 9 191 36 16 184 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 10 212 __j40 17 1 204 5 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided AT Channelized 0 0 Lanes 0 1 0 0 7 0 Configuration LTR LTR upstream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 71 15 14 8 26 8 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 88 18 1 17 9 32 9 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 10 17 123 50 C (m) (vph) 1374 1325 472 495 v/c 0.01 0.01 0.26 0.10 95% queue length 0.02 0.04 1.03 0.34 Control Delay 7.6 7.8 15.3 13.1 LOS A A C B Approach Delay -- -- 15.3 13.1 Approach LOS -- -- C B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Durston/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDTI City of Bozeman Associates Date Performed 11-20-03 Analysis Year 2003 nal ,sis Time Period PM Peak Hour Project Description East/West Street: Durston Rd. North/South Street: Ferguson Ave Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 91 34 148 87 3 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.90 0.90 0.90 Hourly Flaw Rate, HFR 0 107 39 164 1 96 3 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 30 1 113 2 8 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.75 0.75 0.75 Hourly Flow Rate, HFR 33 1 1 125 2 10 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration T_TR _7 LTR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 0 164 159 16 C (m) (vph) 1537 993 620 501 v/c 0.00 0.17 0.26 0.03 95% queue length 0.00 0.59 1.02 0.10 Control Delay 7.3 9.3 12.8 12.4 LOS A A B B Approach Delay -- -- 12.8 12.4 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003 Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 0 5 2 0 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 1 0 6 2 1 0 1 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 5 15 2 0 8 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 6 18 1 2 0 9 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 0 2 26 9 C (m) (vph) 1636 1628 928 888 /c 0.00 0.00 0.03 0.01 95% queue length 0.00 0.00 0.09 0.03 Control Delay 7.2 7.2 9.0 9.1 LOS A A A A Approach Delay -- - 9.0 9.1 Approach LOS -- -- A A Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007- Without Development Volume and Timin In put EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 77 1005 39 65 604 72 18 34 99 185 15 68 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.90 0,90 0.90 0.90 0.90 0.90 0.85 0.85 0.85 Actuated P/A A A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 1 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 [Yi = 48.0 G = G = G = G = 30.0 G = G = Giming = 7 IY= Y= IY= IY= 5 Y= IY= IY= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 91 1228 72 751 1168 316 Lane group cap. 367 1915 167 1894 544 412 /c ratio 0.25 0.64 0.43 a40 0.31 0.77 Green ratio 0.53 0.53 1 0.53 0.53 1 0.33 0.33 Unif. delay d1 11.3 14.9 12.7 12.4 22.3 26.9 Delay factor k 0.11 0.22 0.11 0.11 0.11 0.32 Increm. delay d2 0.4 0.7 1.8 0.1 0.3 8.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 11.6 15.6 14.5 12.6 22.6 35.3 Lane group LOS B B B B C D Apprch. delay 15.4 12.7 22.6 35.3 Approach LOS B B C D Intersec. delay 174 1 Intersection LOS B HCS2000TM Copyright O 2000 University of Florida,All Rights Reserved Version 4.1c 12/4/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007- Without Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume v h 155 1192 560 157 1193 176 % Heavy veh 0 0 0 0 0 0 PHF 0.85 10.85 0.85 0.85 0.85 10.85 Actuated P/A A I A A A A I A Startup lost time 2.0 12.0 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 12.0 2.0 2.0 2.0 12.0 - Arrival type 3 3 3 3 1 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 15.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 SB Only06 07 08 Timing G = 46.0 G = G = G = G = 32.0 G = G = G = Y= 7 Y= Y= IY= IY= 5 Y = IY= jY= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 182 1402 1659 185 227 1207 Lane group cap. 396 1845 1845 825 642 574 /c ratio 0.46 0.76 0.36 0.22 0.35 0.36 Green ratio 0.51 0.51 0.51 0.51 0.36 0.36 Unif. delay d1 14.1 17.6 13.2 12.1 21.4 121.4 Delay factor k 0.11 0.31 0.11 0.11 0.11 0.11 Increm. delay d2 0.8 1.9 0.1 0.1 0.3 a4 PF factor 1.000 1.000 1 11.000 1.000 1.000 1.000 Control delay 14.9 19.5 13.3 12.3 21.7 21.8 Lane group LOS B I B B B C C Apprch. delay 19.0 13.1 21.8 Approach LOS B B C Intersec. delay 17.6 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1 c file://D:\d temp\s2kB3.tmv 12/4/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates 2007- Without Date Performed 11-20-03 nalysis Year Development [Analysis Time Period M Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 15 1369 0 0 733 8 Peak-Hour Factor, PHF 0.90 0.90 0.85 0.90 0.85 0.85 Hourly Flow Rate, HFR 16 1 1521 0 0 862 9 Percent Heavy Vehicles 0 -- -- j 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 56 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.75 0.75 0.80 Hourly Flow Rate, HFR 0 0 0 0 0 69 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration F R Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R (vph) 16 69 C (m) (vph) 783 574 lc 0.02 0.12 95% queue length 0.06 0.41 Control Delay 9.7 12.1 LOS A B Approach Delay -- -- 12.1 Approach LOS -- -- B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Robert Peccia& Ferguson gency/Co. Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- Without Analysis Time Period AM Peak Hour Development Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 227 6 12 365 0 Peak-Hour Factor, PHF 0.80 1 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 283 7 14 429 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 41 0 6 0 0 0 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 58 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 14 66 C (m) (vph) 1283 406 lc 0.01 0.16 95%queue length 0.03 0.57 Control Delay 7.8 15.6 LOS A C Approach Delay -- -- 15.6 Approach LOS - -- C f;1P•/!r)-W tPmn\n'?kF.F tmn 12/4/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period AM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 64 196 6 5 329 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 71 1 217 6 5 365 3 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 21 2 3 1 0 36 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 30 2 1 4 1 0 51 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes i 0 1 0 0 1 0 Configuration I I LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 71 5 36 52 C (m) (vph) 1202 1358 307 669 /c 0.06 0.00 0.12 0.08 95% queue length 0.19 0.01 0.39 0.25 Control Delay 8.2 7.7 18.3 10.8 LOS A A C B -Approach Delay -- -- 18.3 10.8 Approach LOS -- -- C B I 1A/00 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia & urisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period AM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 16 183 1 1 329 40 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 17 1 203 1 1 1 365 1 44 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 8 1 1 2 0 9 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 11 1 1 1 1 2 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 17 1 13 14 C (m) (vph) 1161 1380 400 605 /c 0.01 0.00 0.03 0.02 95% queue length 0.04 0.00 0.10 0.07 Control Delay 8.1 7.6 14.3 11.1 LOS A A B B Approach Delay -- -- 14.3 11.1 Approach LOS -- -- B B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY I eneral Information Site Information nalyst RPA Intersection Ravalli/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period AM Peak Hour Project Description East/West Street: Ravalli North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 184 6 3 324 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 229 7 3 381 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 37 0 10 0 0 0 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 52 0 14 0 1 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes D 0 0 0 0 0 Confi uration LR Delay, Queue Len th and Level of Service PI roach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 66 C (m) (vph) 1343 501 v/c 0.00 0.13 95%queue length 0.01 0.45 Control Delay 7.7 13.3 LOS A B Approach Delay -- -- 13.3 Approach LOS -- -- B files•/nl•\ri tnm„\ii7lrTy'Q tmr, 17/A1AQ Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Durston/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/Cit of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development [Analysis Time Period JAM Peak Hour Project Description East/West Street: Durston Rd. North/South Street: Ferguson Ave Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 3 275 35 142 161 4 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.85 0.85 0.85 Hourly Flow Rate, HFR 4 366 1 46 167 189 4 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 11 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 24 8 101 1 1 1 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 32 1 10 134 1 1 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 4 167 176 3 C (m) (vph) 1400 993 499 284 lc 0.00 0.17 0.35 0.01 95% queue length 0.01 0.60 1.57 0.03 Control Delay 7.6 9.4 16.1 17.8 LOS A A C C Approach Delay -- -- 16.1 17.8 pproach LOS -- -- C C 12/4/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period AM Peak Hour Project Description East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 31 113 21 1 204 25 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 36 132 1 24 1 239 29 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 48 71 12 42 155 60 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 56 83 14 49 1 182 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(vph) 36 1 153 301 C (m) (vph) 1307 1436 376 502 lc 0.03 0.00 0.41 0.60 95% queue length 0.08 0.00 1.93 3.89 Control Delay 7.8 7.5 21.0 22.3 LOS A A C C ,Approach Delay -- -- 21.0 22.3 Approach LOS -- -- C C t n/A/n"� Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates 2007- Without Date Performed 11-20-03 Analysis Year Development Analysis Time Period PM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 17 1 2 54 23 Peak-Hour Factor, PHF a80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 21 1 1 2 67 28 Percent Heavy Vehicles 0 1 -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Si nal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 11 2 7 9 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 2 1 13 2 8 1 11 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 0 2 17 1 19 C (m) (vph) 1512 1607 808 813 v/c 0.00 0.00 0.02 0.02 95% queue length 0.00 0.00 0.06 0.07 Control Delay 7.4 7.2 9.6 9.5 LOS A A A A Approach Delay -- - 9.6 9.5 Approach LOS -- -- A A f;�a•im•\,a tame\n71rT1Fi tmn 12/4/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Palysis risdiction MDT/City of Bozeman Time Period PM Peak Hour Year 2007- Without Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 121 833 41 89 1087 177 31 38 95 136 23 93 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.93 0.93 0.93 0.93 a 93 a 93 0.90 0.90 ago 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.013.01-7 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 G = 7.0 G = 38.0 G = G = G = 30.0 G = G = G = Timing Y= 3 IY= 7 Y= IY= JY= 5 Y= IY= Y= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 130 940 96 11359 182 280 Lane group cap. 247 1912 269 1492 528 429 /c ratio 0.53 0.49 0.36 0.91 0.34 0.65 Green ratio 0.53 0.53 10.42 0.42 1 0.33 10.33 Unif. delay d1 17.8 13.3 17.7 24.4 22.6 25.6 Delay factor k 0.13 0.11 0.11 0.43 0.11 0.23 Increm. delay d2 2.1 0.2 0.8 8.7 0.4 3.5 PF factor 1.000 1.000 1,000 1.000 1 1.000 1.000 Control delay 19.9 13.5 18.5 33.1 23.0 29.1 Lane group LOS B B B C C C pprch. delay 14.3 32.2 23.0 29.1 Approach LOS B C C C Intersec. delay 24.9 Intersection LOS C HCS2000TM Copyright Cd 2000 University of Florida,All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007- Without Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume v h 160 941 1230 253 197 1206 % Heavy veh 0 0 0 0 0 1 0 PHF 0.90 10.90 0.93 10.93 0.93 0.93 Actuated P/A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 1 3.0 Ped/Bike/RTOR Volume 0 0 0 0 1 0 Lane Width 15.0 112.0 12.0 12.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB nly erm 03 04 SB Onl 06 07 08 G = 7.0 G = 43.0 G = G = G = 25.0 G = G = G = Timing IY= 3 IY= 7 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 178 1046 1323 272 212 222 Lane group cap. 247 2126 11725 772 501 449 /c ratio 0.72 0.49 0.77 0.35 10.42 0.49 Green ratio 0.59 10.59 0.48 10.48 10.28 0.28 Unif. delay d1 15.8 10.7 19.4 14.8 26.6 27.2 Delay factor k 0.28 0,11 0.32 0.11 0.11 10.11 Increm. delay d2 9.8 0.2 2.1 0.3 0.6 0.9 PF factor 1.000 1.000 11.000 1.000 11.000 1.000 Control delay 25.7 10.9 21.5 15.0 27.2 28.1 Lane group LOS C B C B C C pprch. delay 13.0 20.4 27.6 Approach LOS B C I C Intersec. delay 18.6 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c _ 1 71A/0'2 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. gency/Co. Robert Peccia& Jurisdiction MDTI City of Bozeman ssociates 2007- Without Date Performed 11-20-03 nalysis Year Devel ment [Analysis Time Period PM Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 41 1108 0 0 1418 29 Peak-Hour Factor, PHF 0.90 0.90 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 45 1231 0 0 1575 32 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR U stream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 1 12 L T R L T R Volume 0 0 0 0 0 39 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.75 0.75 0.80 Hourly Flow Rate, HFR 0 1 0 0 0 D 1 48 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration I I R Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R (vph) 45 48 C (m) (vph) 412 330 /c 0.11 0.15 95% queue length 0.36 0.50 Control Delay 14.8 17.8 LOS B C Approach Delay -- -- 17.8 Approach LOS -- -- C 17/A1I12 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Robert Peccia& Ferguson Agency/Co. Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- Without Analysis Time Period PM Peak Hour Development Project Description East/West Street: Valle Commons North/South Street: Ferguson Ave Intersection Orientation: North- idy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 339 60 21 347 0 Peak-Hour Factor, PHF 0.80 0.90 0.90 0.90 0.90 0.85 Hourly Flow Rate, HFR 0 376 66 23 1 385 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 I 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 72 0 43 0 0 0 Peak-Hour Factor, PHF 0.80 0.70 0.80 0.70 0.70 0.70 Hourly Flow Rate, HFR 89 0 1 53 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 23 142 C (m) (vph) 1129 405 /c 0.02 0.35 95% queue length 0.06 1.55 Control Delay 8.3 18.6 LOS A C Approach Delay - -- 18.6 pproach LOS -- -- C 12/4/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period PM Peak Hour Pro'ebt Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 109 287 11 4 302 4 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 121 318 12 4 335 f 4 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 5 4 3 3 68 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.85 0.85 a85 Hourly Flow Rate, HFR 24 7 1 5 3 3 1 79 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT_Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 121 4 36 85 C (m) (vph) 1231 1241 224 620 v/c 0.10 0.00 0.16 0.14 95% queue length 0.33 0.01 0.56 0.47 Control Delay 8.2 7.9 24.1 11.7 LOS A A C B Approach Delay -- -- 24.1 11.7 Approach LOS -- -- C B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson A enc /Co. Robert Peccia & Jurisdiction MDT/City of Bozeman g y Associates 2007- Without Date Performed 11-20-03 Analysis Year Development Analysis Time Period PM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 17 265 6 2 275 58 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 18 294 6 2 305 64 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 2 1 10 0 24 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 8 2 1 14 0 34 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 18 2 11 48 C (m) (vph) 1201 1273 360 555 v/c 0.01 0.00 0.03 0.09 95% queue length 0.05 0.00 0.09 0.28 Control Delay 8.0 7.8 15.3 12.1 LOS A A C B Approach Delay -- -- 15.3 12.1 Approach LOS -- -- C B 12/4/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection RavaN/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period PM Peak Hour Project Description East/West Street: Ravalli North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 305 32 1 299 0 Peak-Hour Factor, PHF 0.90 1 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 338 1 35 1 332 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 32 0 6 0 0 0 Peak-Hour Factor, PHF 0.70 0.90 0.70 0.90 0.90 0.90 Hourly Flow Rate, HFR 45 1 0 8 0 1 0 0 --f- Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 1 53 C (m) (vph) 1197 441 lc 0.00 0.12 95% queue length 0.00 0.41 Control Delay 8.0 14.3 LOS A B Approach Delay -- -- 14.3 Approach LOS -- -- B 11 1A/0Y2 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Durston/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development nal sis Time Period PM Peak Hour Project Description East/West Street: Durston Rd. North/South Street: Ferguson Ave Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 263 37 198 340 3 Peak-Hour Factor, PHF 0.86 0.86 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 1 305 43 220 1 377 3 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration LT R L TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 32 1 144 2 9 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 35 1 160 2 10 3 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L L TR L TR (vph) 1 220 35 161 2 13 C (m) (vph) 1190 993 154 649 96 179 /c 0.00 0.22 0.23 0.25 0.02 0.07 95% queue length 0.00 0.85 0.84 0.97 0.06 0.23 Control Delay 8.0 9.7 35.1 12.4 43.3 26.7 LOS A A E B E D Approach Delay -- -- 16.4 28.9 Approach LOS -- -- C D Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Babcock/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Anal sis Time Period PM Peak Hour Project Description East/West Street: Babcock North/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle'Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 68 206 39 17 199 44 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 75 1 228 43 18 221 48 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 77 183 15 31 134 42 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 96 228 18 38 167 52 Percent Heavy Vehicles 0 1 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (vph) 75 18 342 257 C (m) (vph) 1306 1304 270 302 /c 0.06 0.01 1.27 0.85 95% queue length 0.18 0.04 16.69 7.40 Control Delay 7.9 7.8 184.2 58.8 LOS A A F F Approach Delay -- -- 184.2 58.8 Approach LOS -- -- F F .... ,.-.- ... .-.i 1 11/A/h7 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- Without Date Performed 11-20-03 Development Analysis Time Period PM Peak Hour Projebt Description East/West Street: Fallon St. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 58 5 2 33 14 Peak-Hour Factor, PHF 0.80 1 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 72 6 2 41 1 17 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 5 16 2 25 9 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 6 19 2 31 1 11 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 0 2 27 42 C (m) (vph) 1559 1533 787 802 /c 0.00 0.00 0.03 0.05 95%queue length 0.00 0.00 0.11 0.17 Control Delay 7.3 7.4 9.7 9.7 LOS A A A A Approach Delay -- -- 9.7 9.7 pproach LOS -- -- A A 17/4/ni Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT I City of Bozeman Time Period AM Peak Hour Analysis Year 2007- With Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 78 1109 39 73 675 72 18 34 111 185 16 73 % Heavy veh 0 0 0 0 0 1 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.90 0.90 10.90 0.90 0.90 0.90 0.85 6.85 0.85 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 12.0 12.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 1 12.0 1 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 NS Perm 06 07 08 G = 47.0 G = G = G = G = 31.0 G = G = G= Timing Y= 7 Y= Y= IY= 1Y= 5 Y= ]Y= ly= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 92 1351 81 1830 181 323 Lane group cap. 317 1876 121 1858 562 420 v/c ratio 0.29 0.72 0.67 0.45 1 0.32 0.77 Green ratio 0.52 0.52 0.52 0.52 0.34 0.34 Unif. delay dl 12.1 16.5 15.8 113.4 21.8 26.3 Delay factor k 0.11 0.28 0.24 0.11 0.11 0.32 Increm. delay d2 0.5 1.4 13.4 0.2 10.3 8.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 12.6 17.8 29.2 13.6 22.1 34.8 Lane group LOS B B C I B C C pprch. delay 17.5 15.0 22.1 34.8 Approach LOS B B C C Intersec. delay 18.9 Intersection LOS B HCS2000TM Copyright©2000 University of Florida.All Rights Reserved Version 4.1d Short Report Page I of I SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDTI City of Bozeman Time Period AM Peak Hour Analysis Year 2007- With Development Volume and Timing Input EB WB NB I SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R_ Volume (vph) 237 1175 565 240 1274 211 % Heavy veh 0 0 0 0 1 0 0 PHF 0.85 10.85 0.85 0,85 10.85 0.85 Actuated (P/A) A A I I A A A A I Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 1 3.0 3.0 1 3.0 Ped/Bike/RTOR Volume I 1 0 1 0 0 1 0 0- Lane Width 15.0 112.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Farking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 13.0 3.0 . 3.0 3.0 3.0 TP!ai sin!] EW Perm 02 03 04 S13 Only 06 07 8 ng G = 46.0 G G = G = I G = 32.0 G G = G = imi Y= 7 Y= Y= Y= 1Y= 5 Y= Y = Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacit Control DeIaV, and LOS Determination EB WB NB SB Adj. flow rate 279 1382 665 282 322 1248_ Lane group cap. 393 1845 1845 825 642 1574 v/c ratio 0.71 0.75 0.36 0.34 10.50 10.43 Green ratio 0.51 0.51 10.51 0.51 0.36 10.36 Unif. delay dl 16.9 17.4 113.2 13.0 22.7 22.1 Delay factor k 0.27 0.30 10.11 0.11 0.11 0.11 Increm. delay d2 5.9 1.7 0.1 0.2 0.6 0.5 PF factor 1.000 1.000 1,000 1.000 1.000 1.000 Control delay 22.8 19.2 13.3 13.3 23.4 22.6 Lane group LOS C B B B C C Apprch. delay 19.8 13.3 23.0 Approach LOS B B C Intersec. delay 18.4 Intersection LOS B HCS2000TM Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1d -C.I-/fr,%.x-1 +---\ +-- 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. Agency/Co. Robert Peccia& Jurisdiction MDT/CitV of Bozeman Associates Date Performed 11-20-03 Analysis Year 2007- With Development [Analysis Time Period AM Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 48 1442 0 0 762 30 Peak-hour factor, PHF 0.90 0.90 0.85 0.90 0.85 0.85 Hourly Flow Rate 53 1602 0 0 896 35 veh/h Proportion of heavy vehicles, PHv 0 0 -- -- -- Median type Undivided FIT Channelized? 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 0 0 0 99 Peak-hour factor, PHF 0.90 0.90 0.90 0.75 0.75 0.80 Hourly Flow Rate 0 0 0 0 0 123 (veh/h Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 FIT Channelized? 0 0 Lanes 0 0 0 0 0 1 Configuration I I R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R Volume, v (vph) 53 123 Capacity, cm (vph) 743 549 /c ratio 0.07 0.22 0.85 Queue length (95%) 0.23 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Robert Peccia & Ferguson Agency/Co. Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development Anal sis Time Period AM Peak Hour Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 83 286 6 12 422 16 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 103 357 7 14 496 18 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 41 5 6 0 0 55 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 54 6 8 0 0 73 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 Configuration LTR R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR R v (vph) 103 14 68 73 C (m) (vph) 1062 1206 159 571 v/c 0.10 0.01 0.43 0.13 95% queue length 0.32 0.04 1.92 0.44 Control Delay 8.8 8.0 43.6 12.2 LOS A A E B Approach Delay -- -- 43.6 12.2 Approach LOS - - E B Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period AM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 135 205 6 5 352 19 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 150 227 6 5 1 391 21 Percent Heavy Vehicles 0 -- -- F 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 21 7 3 22 6 85 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 28 1 9 1 4 29 8 113 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Delay, (queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LT R v (vph) 150 5 41 37 113 C (m) (vph) 1158 1346 184 210 653 v/c 0.13 0.00 0.22 0.18 0.17 95%queue length 0.44 0.01 0.82 0.62 0.62 Control Delay 8.6 7.7 30.1 25.8 11.7 LOS A A D D B Approach Delay -- -- 30.1 15.1 Approach LOS -- -- D C Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Date Performed 11-20-03 Analysis Year 2007- With Development Analysis Time Period AM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 24 207 1 1 371 43 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 26 230 1 1 1 1 412 47 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 8 1 1 3 0 10 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 11 1 1 4 0 14 Percent Heavy.Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 26 1 13 18 C (m) (vph) 1113 1349 344 525 v/c 0.02 0.00 0.04 0.03 95% queue length 0.07 0.00 0.12 0.11 Control Delay 8.3 7.7 15.9 12.1 LOS A A C B Approach Delay -- -- 15.9 12.1 Approach LOS -- -- C B Rights Reserved Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ravalli/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period AM Peak Hour Projebt Description East/West Street: Ravalli North/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 206 6 3 358 10 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flow Rate, HFR 2 257 1 7 3 421 1 11 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 37 1 10 6 1 11 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 52 1 14 8 1 15 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela Queue Len th and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 2 3 67 24 C (m) (vph) 1138 1312 390 484 v/c 0.00 0.00 0.17 0.05 95% queue length 0.01 0.01 0.61 0.16 Control Delay 8.2 7.8 16.1 12.8 LOS A A C B Approach Delay -- -- 16.1 12.8 Approach LOS -- -- C B Rights Reserved . 1 -1 .,,, . n,., All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection jBabcock&Fer usson Agency/Co. Robert Peccia&Associates Jurisdiction Date Performed 111124103 Analysis Year 2007-With Development nal sis Time Period JAM Peak Hour Project to East/West Street: Babcock North/South Street: Fergusson Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 53 161 60 61 79 12 /oThrus Left Lane 50 1 50 Approach Northbound Southbound Movement L T R L T R Volume 31 136 26 1 235 34 /oThrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.90 0.90 0.90 0.90 Flow Rate 302 167 213 299 /o Heavy Vehicles No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation HeadwayAdjustment Worksheet Prop.Left-Turns 0.2 0.4 0.2 0.0 Prop.Right-Turns 0.2 0.1 0.1 0.1 Prop.Heavy Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 ;adj,computed 5.65 5.65 5.65 5.65 Departure Headwayand Service Time hd,initial value 3.20 3.20 3.20 3.20 x,initial 0.27 0.15 0.19 0.27 hd,final value 5.65 5.65 5.65 5.65 x,final value 0.47 0.28 0.35 0.47 Move-up time,m 2.0 2.0 2.0 12.0 Service Time 3.7 3.7 3.7 3.7 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 552 417 463 549 Delay 13.65 11.38 11.88 13.53 LOS B B B B Approach:Delay 13.65 1 11.38 11.88 13.53 LOS B B B B Intersection Delay 12.84 Intersection LOS B 17/1n/n3 All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS General Information ISite Information Analyst IRLA Intersection IDurston&Fer usson Agency/Co. Robert Peccia&Associates Jurisdiction Date Performed 111124103 Analysis Year 2007-With Development Anal sis Time Period JAM Peak Hour Project ID East/West Street: Durston North/South Street: Fergusson Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 3 275 35 182 161 4 %Thrus Left Lane 50 1 r 50 Approach Northbound Southbound Movement L T R L T R volume 24 8 133 1 1 1 /oThrus Left Lane 50 1 1 50 Eastbound Westbound Northbound Southbound L1 L2 Li L2 Lt L2 L1 l2 Configuration LTR LTR L TR LTR PHF 0.90 0.90 0.90 1.00 0.90 Flow Rate 346 384 26 141 3 /o Heavy Vehicles No.Lanes 1 1 2 1 Geometry Group 2 2 5 4a Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop.Left-Turns 0.0 0.5 1.0 0.0 0.3 Prop.Right-Turns 0.1 0.0 0.0 0.9 0.3 Prop.Heavy Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.5 0.5 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed 4.83 4.83 4.83 4.83 4.83 Departure Headwayand Service Time hd,initial value 3.20 3.20 3.20 3.20 3.20 x,initial 0.31 0.34 0.02 0.13 0.00 hd,final value 4.83 4.83 4.83 4.83 4.83 x,final value 0.46 0.53 0.05 0.22 0.01 Move-up time,m 1 2.0 2.0 2.3 2.0 Service Time 1 2.8 2.8 2.8 2.8 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 Li L2 L1 L2 Li L2 Capacity 596 634 276 391 253 Delay 11.93 13.27 9.83 9.87 9.05 LOS B B A A A Approach:Delay 11.93 13.27 9.86 9.05 LOS B B A A Intersection Delay 12.11 Intersection LOS B Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period AM Peak Hour Project Description N East/West Street: Fallon St. orth/South Street: Resort Drive Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 1 6 L T R L T R Volume 9 27 4 8 73 25 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 11 1 33 1 4 9 1 91 31 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 21 5 8 19 14 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 7 26 1 6 9 23 17 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 11 9 39 49 C (m) (vph) 1478 1587 736 781 v/c 0.01 0.01 0.05 0.06 95% queue length 0.02 0.02 0.17 0.20 Control Delay 7.5 7.3 10.2 9.9 LOS A A B A Approach Delay -- -- 10.2 9.9 Approach LOS -- -" B A Rights Reserved 1-1 1- , , I A A.-. 12/10/03 All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection lBabcock&Fer usson Agency/Co. lRoberl Peccia&Associates Jurisdiction Date Performed 111124103 Analysis Year 2007-With Development Analysis Time Period JPM Peak Hour Project ID East/West Street: Babcock North/South Street: Fergusson Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 52 152 42 102 201 15 %Thrus Left Lane 50 50 roach Northbound Southbound Movement L T R L T R Volume 68 281 58 17 259 67 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR L TR L TR PHF 0.92 0.92 0.92 0.92 0.92 0.92 Flow Rate 266 344 1 73 368 18 353 /o Heavy Vehicles No. Lanes 1 1 2 2 Geometry Group 2 2 5 5 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop.Left-Turns 0.2 0.3 1.0 0.0 1.0 0.0 Prop.Right-Turns 0.2 0.0 0.0 0.2 0.0 0.2 Prop.Heavy Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.5 0.5 0.5 0.5 hRT-adj -0.6 -0.6 1 -0.6 -0.6 -0.7 1 -0.7 -0.7 1 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed 8.14 8.14 8.14 8.14 8.14 f__71.17 . 4 Departure Headway and Service Time hd,initial value 3.20 3.20 3.20 3.20 3.20 3.20 x,initial 0.24 0.31 0.06 0.33 0.02 0.31 hd,final value 8.14 8.14 8.14 8.14 8.14 8.14 x,final value 0.60 1 0.75 0.18 0.82 0.04 0.80 Move-up time,m 2.0 2.0 1 2.3 1 2.3 Service Time 6.1 6.1 6.1 T 6.1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Li t2 L1 L2 Capacity 395 430 323 433 268 425 Delay 22.70 31.43 13.27 38.70 11.92 36.04 LOS C D B E B E Approach:Delay 22.70 31.43 34.49 34.87 LOS C D D D Intersection Delay 31.64 Intersection LOS D file://D:\d_temp\u2k96.tmp 12/10/03 All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst RLA Intersection IDurston&Fer usson Agency/Co. Robert Peccia&Associates Jurisdiction Date Performed 111124103 Analysis Year 2007-With Development Analysis Time Period IPM Peak Hour Project ID East/W6st Street: Durston North/South Street: Fergusson Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 1 263 37 282 340 3 %Thrus Left Lane 550 1 50 Approach Northbound Southbound Movement L T R L T R Volume 32 1 240 2 9 3 /.Thrus Left Lane 50 t 50 Eastbound Westbound Northbound Southbound Ll L2 L1 L2 Li L2 L1 L2 Configuration LTR L TR LTR LTR PHF 0.90 0.90 1.00 0.90 0.90 Flow Rate 334 313 343 302 15 /.Heavy Vehicles No.Lanes 1 2 1 1 Geometry Group 4a 5 2 2 Duration,T 0.25 Saturation Headwa Adjustment Worksheet Prop.Left-Turns 0.0 1.0 0.0 0.1 0.1 Prop.Right-Turns 0.1 0.0 0.0 0.9 0.2 Prop.Heavy Vehicle hLT-adj 0.2 0.2 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed 5.76 5.76 5.76 5.76 5.76 Departure Headwayana Service Time hd,initial value 3.20 3.20 3.20 3.20 3.20 x,initial 0.30 0.28 0.30 0.27 0.01 hd,final value 5.76 5.76 5.76 5.76 5.76 x,final value 0.53 0.56 0.57 0.48 0.03 Move-up time,m 2.0 2.3 1 2.0 12.0 Service Time 3.8 3.8 3.8 3.8 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Li L2 Li L2 Capacity 584 548 593 552 265 Delay 15.18 17.20 16.22 13.87 10.19 LOS C C C B B Approach:Delay 15.18 16.69 13.87 10.19 LOS C C B B Intersection Delay 15.58 Intersection LOS C file://D:\d temp\u2kA8.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Resort Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: Fallon St. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 33 97 10 12 70 16 Peak-Hour Factor, PHF 0.80 a80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 41 121 12 14 87 19 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 10 41 13 27 35 33 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 12 51 1 16 33 43 41 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 41 14 79 117 C (m) (vph) 1498 1464 600 645 v/c 0.03 0.01 0.13 0.18 95% queue length 0.08 0.03 0.45 0.66 Control Delay 75 7.5 11.9 11.8 LOS A A B B Approach Delay -- -- 11.9 11.8 Approach LOS -- -- B B Rights Reserved file://D:\d_temp\u2kAF.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Resort Drive/Valley Agency/Co. Robert Peccia & Commons Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development Analysis Time Period PM Peak Hour Project Description East/West Street: Valley Commons Dr. North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 73 124 67 47 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 a80 Hourly Flow Rate, HFR 0 1 91 154 83 58 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 123 0 66 0 0 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 a80 Hourly Flow Rate, HFR 153 1 0 1 82 0 0 1 0 Percent Heavy Vehicles 0 0 1 0 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 83 235 C (m) (vph) 1333 657 v/c 0.06 0.36 95%queue length 0.20 1.62 Control Delay 7.9 13.5 LOS A , B Approach Delay -- -- 13.5 Approach LOS -- -- B Rights Reserved file://D:\d_temp\u2kD0.tmp 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Babcock/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11126103 Jurisdiction ime Period AM Peak Hour Analysis Year 2007- With Development- Fixed Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Lane group LTR LTR L TR L TR Volume v h 53 161 60 61 79 12 31 136 26 1 235 34 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A I A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 1 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Tit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Un Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 27.0 G = G = G = Timing IY= 4 Y= Y= IY= IY= 4 Y= IY= IY= Duration of Analysis hrs = 0.25 C cle Length C = 60.0 Lane Group Ca acit Control Dela and LOS Determination EB WB NB SB Adj. flow rate 342 190 34 180 1 299 Lane group cap. 700 622 447 834 550 839 v/c ratio 0.49 0.31 0.08 0.22 0.00 0.36 Green ratio 0.42 0.42 0.45 0.45 0.45 0.45 Unif. delay d1 12.8 11.7 9.4 10.1 9.1 10.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 0.3 0.1 0.1 0.0 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.4 12.0 1 9.5 10.2 9.1 11.1 Lane group LOS B B A B A B Apprch. delay 13.4 12.0 10.1 11.1 Approach LOS B B B B Intersec. delay 11.8 Intersection LOS B HCS2006TM Copyright©2000 University of Florida,All Rights Reserved Version 4.Id file://D:\d_temp\s2kF4.tmp 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Babcock/Ferguson Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 11126103 Jurisdiction 2007- With Development- Time Period PM Peak Hour Analysis Year Fixed Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Lane group LTR LTR L TR L TR Volume v h 52 152 42 1102 201 15 68 1281 58 17 259 67 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 6.80 aw 6.80 0.80 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 1 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 1 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 0 0 0 Lane Width 112.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 25.0 G = G = G = G = 27.0 G = G = G = iming Y= 4 IY= Y= Y= IY= 4 Y= IY= 1Y= Duration of Analysis hrs = 0.25 Cycle Len th C = 60.0 Lane Group Ca acit Control Dela and LOS Determination EB WB Nl3 SB Adj. flow rate 307 1397 76 376 19 362 Lane group cap. 675 635 392 833 380 829 v/c ratio 0.45 0.63 0.19 0.45 0.05 0.44 Green ratio 0.42 0.42 1 0.45 0.45 0.45 0.45 Unif. delay di 12.6 13.8 9.9 11.4 9.3 11.3 Delay factor k 0.11 0.21 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 1 1.9 0.2 0.4 1 0.1 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 113.1 1 15.7 10.2 11.8 9.3 11.7 Lane group LOS B B B B A B Apprch. delay 13.1 15.7 1 11.5 11.5 Approach LOS B B I B B Intersec. delay 12.9 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file- T M temn\s2kFF.tmv 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Fallon/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 11126103 Jurisdiction ime Period AM Peak Hour Analysis Year 2007- With x Development- Time Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 0 1 0 1 1 0 1 1 0 Lane group LTR R LTR L TR L TR Volume v h 22 6 85 41 13 3 135 205 6 5 352 19 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2,0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 1 3 3 3 1 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12T 12.0 12.0 12.0 112.0 1 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 22,0 G = G = G = G = 30.0 G = G = G = Timing Y= 4 jY= Y= IY= IY= 4 Y= IY= ly= Duration of Anal sis hrs = 0.25 Cycle Length C = 60.0 Lane Group Ca acity, Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 34 106 71 150 1235 6 412 Lane group cap. 583 592 575 414 946 572 943 /c ratio 0.06 0.18 0.12 0.36 0.25 0.01 0.44 Green ratio 0.37 10.37 10.37 0.50 0.50 1 0.50 0.50 Unif. delay dl 12.3 12.9 12.6 1 9.2 8.6 7.5 9.6 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.0 0.1 0.1 0.5 0.1 0.0 1 0.3 PF factor 1.000 11.000 1.000 1.000 1.000 1 1.000 1.000 Control delay 12.3 13.0 12.7 9.7 8.7 7.5 9.9 Lane group LOS B B B A A A A Apprch. delay 12.9 12.7 9.1 910 .9 Approach LOS B B A A Intersec. delay 10.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 41d file://D:\d_temp\s2k10A.tmp 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Fallon/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 11126103 Jurisdiction ime Period PM Peak Hour Analysis Year 2007- With Development- Fixed Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 0 1 0 1 1 0 1 1 0 Lane group LT R LTR L TR L TR Volume v h 81 26 214 57 27 4 243 300 11 4 343 44 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.80 0.80 0.80 0.80 0.80 10.80 0.90 0,90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A I A Startup lost time 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 1 0 1 0 0 0 Lane Width 112.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G = 22.0 G = G = G = G = 30.0 G = G = G = Timing Y= 4 Y= Y= IY= IY= 4 Y= IY= IY= Duration of Analysis hrs = 0.25 C cle Len th C = 60.0 Lane Group Ca acity, Control Delay, and LOS Determination EB WB NB SB Adj, flow rate 133 1267 1110 270 345 4 430 Lane group cap. 517 592 541 399 945 472 934 /c ratio 0.26 0.45 0.20 10.68 0.37 10.01 0.46 Green ratio 0.37 0.37 0.37 10.50 0.50 0.50 0.50 Unif. delay dl 13.3 114.4 113.0 11.3 9.2 7.5 9.7 Delay factor k 0.11 10.11 0.11 0.25 0.11 0.11 0.11 Increm. delay d2 0.3 0.5 10.2 4.5 0.2 0.0 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.6 15.0 13.2 15.9 9.4 7.5 1 10.1 Lane group LOS B B B B A A B Apprch. delay 14.5 13.2 12.3 10.1 Approach LOS B B I B I B Intersec. delay 12.3 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.Id file://D:\d_temp\s2kl 15.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Robert Peccia& Ferguson Agency/Co. Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development- Analysis Time Period AM Peak Hour Fixed Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 83 286 6 12 422 16 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.85 0.85 0.85 Hourly Flaw Rate, HFR 103 1 357 7 14 1 496 18 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 6 0 0 55 Peak-Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 1 0 8 0 1 Q 73 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 1 0 1 0 1 Configuration R R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR R R v(vph) 103 14 8 73 C (m) (vph) 1062 1206 689 571 v/c 0.10 0.01 0.01 0.13 95% queue length 0.32 0.04 0.04 0.44 Control Delay 8.8 8.0 10.3 12.2 LOS A A B B Approach Delay -- -- 10.3 12.2 Approach LOS -- -- B B file://D:\d_temp\u2kE7.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Robert Peccia& Ferguson Agency/Co. Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development- Analysis Time Period PM Peak Hour Fixed Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 204 419 60 21 495 38 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 226 1 465 66 23 1 550 42 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT.Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 43 0 0 201 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 0 53 0 0 1 251 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 1 0 0 1 1 Configuration R R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR R R v (vph) 226 23 53 251 C (m) (vph) 994 1047 576 524 v/c 0.23 0.02 0.09 0.48 95% queue length 0.87 0.07 0.30 2.57 Control Delay 9.7 8.5 11.9 18.0 LOS A A B C Approach Delay - -- 11.9 18.0 Approach LOS -- -- B C file://D:Ad_temp\u2kEA.tmp 12/10/03 Appendix IV Right-Turn Lane Warrants • Signalization Warrants De �' Fal/o>� S� � ����sM .4vc. December 2000 Page 4C-9 ® $�ao�.lC Sf � �Gf�wSov► �G. Figure 4C-3. Warrant 3, Peak Hour 600 Z n 500 > 2 OR MORE LANES&2 OR MORE LANES U WOa 400 2 OR MORE LANES&1 LANE W I n � Q 300 1 LANE&1 LANE z = 200 '150 > 100 '100 C3 400 500 600 700 800 900 1000 1100 1200 1306 1400 1500 1600 1700 1800 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) 'Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Figure 4 -g C 4. Warrant 3, Peak Hour(70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 km/h (40 mph)ON MAJOR STREET) a > = 400 ��%SQ2 R MORE LANES&2 OR MORE LANES'— UJ < 2 OR MORE LANES&1 LANE uj Ir d 300 U) ¢ 1 LANE& 1 LANE Z .7 200 RO > 100 100 _ '75 0 -17 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) 'Note:100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. June 2001 Sect.4C.05 28.4(4) INTERSECTIONS AT-GRADE November 2000 120 100 90 I I p >x eo . • 0 Z Z ii 0 D 0 p RIGHT-TURN LANE MAY S RIGHT-TURN LANE MAY BE JUSTIFIED 41 Ir NOT BE JUSTIFIED W a 60 > w > w Z J � U F w r S 40 i I 20 200 400 600 800 1000 1200 1400 1600 TOTAL DHV. VEHICLES PER HOUR.IN ONE DIRECTION �Loo 7 P/&I Pm k 1404 /qcuTT,,, � 4 ,,r Dri& Note: Figure is only applicable on highways with a design speed of 80 km/h or greater. GUIDELINES FOR RIGHT-TURN LANES AT UNSIGNALIZED INTERSECTIONS ON 4-LANE HIGHWAYS Figure 28.413 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Resort Drive/Valley Agency/Co. Robert Peccia& Commons Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development Analysis Time Period AM Peak Hour Project Description East/West Street: Valley Commons North/South Street: Resort Drive Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 22 51 27 65 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 27 63 33 81 0 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 34 0 18 0 0 0 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 42 1 0 22 0 0 0 Percent Heavy Vehicles D 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 0 0 Confi uration LR Belay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 33 64 C (m) (vph) 1518 840 vc 0.02 0.08 95% queue length 0.07 0.25 Control Delay 7.4 9.6 LOS A A Approach Delay -- -- 9.6 Approach LOS -- -- A Rights Reserved file://D:\d_temp\u2kCC.tmp 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Cottonwood Agency or Co. Robert Peccia& Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007- With Development Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume v h 127 1061 41 113 1306 177 31 39 120 1136 123 96 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.85 0.85 0.85 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 1 2.0 1 2.0 Arrival type 3 1 3 3 3 1 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 r 3.0 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 G = 6.0 G = 40.0 G = G = G = 29.0 G = G = G = Timing Y= 3 IY= 7 Y= Y= IY= 5 Y= IY= I Y = Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 137 1185 122 1594 1223 284 Lane group cap. 225 1955 190 1576 1515 386 v/c ratio 0.61 0.61 0.64 1.01 0.43 0.74 Green ratio 0.54 0.54 1 0.44 0.44 0.32 0.32 Unif. delay d1 19.1 13.9 19.4 25.0 24.0 127.1 Delay factor k 0.19 0.19 0.22 0.50 0.11 0.29 Increm. delay d2 4.7 0.5 7.2 25.5 0.6 7.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 23.8 14.5 26.6 50.5 24.6 34.3 Lane group LOS C B C D C C Apprch. delay 15.4 48.8 24.6 34.3 Approach LOS B D C C Intersec. delay 33.7 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://DAd_temp\s2k75.tmp 12/10/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 11-20-03 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007- With Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume v h 333 889 1232 431 448 319 % Heavy veh 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A I A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 Lane Width 15.0 12.0 1 12.0 12.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 SB Only 06 07 08 G = 13.0 G = 37.0 G = G = G = 25.0 G = G = G = Timing IY= 3 IY= 7 Y= IY= IY= 5 Y= Y= jY= Duration of Analysis hrs = 0.25 C cle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 370 988 11369 479 498 1354 Lane group cap. 380 2126 1484 664 501 772 v/c ratio 0.97 0.46 0.92 0.72 0.99 0.46 Green ratio 0.59 0.59 0,41 0.41 10.28 0.48 Unif. delay dl 26.8 10.5 125.1 22.2 32.4 115.7 Delay factor k 0.48 0.11 0.44 0.28 0.50 1 0.11 Increm. delay d2 39.1 0.2 9.9 3.8 1 38.6 0.4 PF factor 1.000 1.000 1.000 1.000 1 1.000 1.000 Control delay 65.9 10.6 35.0 26.0 71.0 16.1 Lane group LOS E I D C E B Apprch. delay 25.7 32.7 48.2 Approach LOS C C D Intersec. delay 33.6 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://D:Ad_temp\s2k8B.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Huffine/Resort Dr. gency/Co. Robert Peccia& Jurisdiction MDT/Citv of Bozeman Associates Date Performed 11-20-03 Analysis Year 2007- With Development Anal sis Time Period PM Peak Hour Project Description East/West Street: Huffine Ln. North/South Street: Resort Dr. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 122 1254 0 0 1512 82 Peak-hour factor, PHF 0.93 0.93 0.85 0.90 0.93 0.93 Hourly Flow Rate 131 1348 0 0 1625 88 veh/h Proportion of heavy 0 vehicles, PHv Median type Undivided RT Channelized? 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Sign 1 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 0 0 0 169 Peak-hour factor, PHF 0.90 0.90 0.90 0.75 0.75 0.90 Hourly Flow Rate 0 0 0 0 0 187 veh/h Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 1 Lanes 0 0 0 0 0 1 Configuration R Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R Volume, v (vph) 131 187 Capacity, cm (vph) 375 305 v/c ratio 0.35 0.61 Queue length (95%) 1.53 3.78 file://D:\d temp\u2kB5.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Valley Commons/ Agency/Co. Robert Peccia & Ferguson Associates Jurisdiction MDT/City of Bozeman Date Performed 11-20-03 Analysis Year 2007- With Development Analysis Time Period PM Peak Hour Project Description East/West Street: Valley Commons North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 204 419 60 21 495 38 Peak-Hour Factor, PHF 0.90 1 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 226 465 1 66 123 550 42 Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 72 13 43 0 0 201 Peak-Hour Factor, PHF a80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 89 16 1 53 0 0 251 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 1 Configuration LTR R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR R v(vph) 226 23 158 251 C (m) (vph) 994 1047 45 524 v/c 0.23 0.02 3.51 0.48 95% queue length a87 0.07 17.51 2.57 Control Delay 9.7 8.5 1318 18.0 LOS A A F C Approach Delay -- -- 1318 18.0 Approach LOS -- - F C Rights Reserved file://D:Ad_temp\u2kD6.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Fallon/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period PM Peak Hour Projebt Description East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 243 300 11 4 342 44 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 270 333 1 12 4 1 380 48 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 17 14 4 81 26 214 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.80 0.80 0.80 Hourly Flow Rate, HFR 24 1 20 5 101 32 267 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration 7-TRI LT R Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LT R v(vph) 270 4 49 133 267 C (m) (vph) 1142 1225 62 96 651 v/c 0.24 0.00 0.79 1.39 0.41 95%queue length 0.92 0.01 3.55 9.74 2.00 Control Delay 9.1 7.9 167.1 305.0 14.3 LOS A A F F B Approach Delay -- -- 167.1 111.0 Approach LOS -- -- F F Rights Reserved file://D:Ad_temp\u2kA2.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection North Ridge Ent./Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007- With Development Date Performed 11-20-03 Analysis Time Period PM Peak Hour Project Description East/West Street: North Ridge Entrance North/South Street: Ferguson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 353 6 2 359 59 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 21 392 6 2 398 1 65 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 1 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 2 1 14 0 34 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 8 2 11 20 0 1 48 Percent Heavy Vehicles 0 0 0 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR ,Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 21 2 11 68 C (m) (vph) 1109 1172 260 448 v/c 0.02 0.00 0.04 0.15 95% queue length 0.06 0.01 0.13 0.53 Control Delay 8.3 8.1 19.5 14.5 LOS A A C B Approach Delay -- -- 19.5 14.5 Approach LOS -- -- C B Rights Reserved file://D:Ad_temp\u2kBB.tmp 12/10/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA Intersection Ravalli/Ferguson Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Date Performed 11-20-03 Analysis Year 2007- With Development Analysis Time Period PM Peak Hour Project Description East/West Street: Ravalli North/South Street: Fer uson Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 11 386 32 1 378 7 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 12 428 1 35 1 420 7 Percent Heavy Vehicles 0 -- -- 0 -- -' Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 32 1 6 13 1 5 Peak-Hour Factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 Hourly Flow Rate, HFR 45 1 8 18 1 1 7 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 12 1 54 26 C (m) (vph) 1143 1109 280 305 v/c 0.01 0.00 0.19 0.09 95% queue length 0.03 0.00 0.70 0.28 Control Delay 8.2 8.2 20.9 17.9 LOS A A C C Approach Delay - - 20.9 17.9 Approach LOS -- - C C Rights Reserved file://D:\d_temp\u2kC8.tmp 12/10/03