Loading...
HomeMy WebLinkAbout15 - Traffic Impact Study - Lupine Village • • abe'n traffic Lupine Village services Residential Development Bozeman;-Montana Prepared For: Delaney & Company, Inc. 101 East Main Suite D Bozeman, Montana 59715 August, 2015 130 South Howie Street Helena. Montmaim Lupine Village Traffic Impact Study Bozeman,Montana Table of Contents A. Executive Summary......................................................................................1 B. Project Description........................................................................................1 C. Existing Conditions........................................................................................1 AdjacentRoadways..............................................................................2 TrafficCounts........................................................................................3 Historic Traffic Data...............................................................................3 Adjacent Developments........................................................................3 Planned Road Improvements ...............................................................4 Levelof Service.....................................................................................4 D. Proposed Development..............................................................................5 E. Trip Generation and Assignment................................................................5 F. Trip Distribution ..........................................................................................7 G. Traffic Impacts Outside of the Development...............................................7 H. Impact Summary & Recommendations......................................................9 List of Figures Figure 1 — Proposed Development Site...................................................................2 Figure 2— Proposed Development..........................................................................6 Figure 3— Trip Distribution............................................................... List of Tables Table 1 — Historic Average Daily Traffic Data..........................................................3 Table 2— 2015 Level of Service Summary...........-.................................................5 Table 3— Trip Generation Rates.............................................................................7 Table 4— Future Level of Service Summary With Development.............................9 i Lupine Village Traffic Impact Study Bozeman,Montana Lupine Village Residential Subdivision Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Lupine Village is a 10 acre residential development located south of Babcock Street and west Ferguson Avenue. The project would include uiD to 30 new residential units. As proposed, the Lupine Village Residential Subdivision will of create anyj=w roa way capa idtyTroblems Some intersections in this area are already experiencing increasing eve s y. ra is om the Lupine Village development will only contribute 1% to 2% to the traffic at these intersections at full build-out. The City'of Bozeman is in process of developing a long-term improvements plan for Durston Road which will correct the existing capacity problems at the Durston Road/Ferguson Avenue intersection. The existing ca intersection ol Ferguson Avenue and Babcock Street could be correcte a short-t_e_rm b _ the.installation of a four-way OP at that location. The existing capacity problem at a owler Avenue and Ba coc treet intersection exists for only a short period of time each day and may be corrected by planned capacity improvements to other roadways in this area. No intersection modifications are recommended at Fowler Avenue and Babcock Street at this time. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from a proposed residential development located west of Ferguson Avenue and south of Babcock Street in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The project would be developed to include up to 30 new residential units. Based on the City of Bozeman Subdivision Regulations, the_develep st study all effected intersections within V2 mile_,.of-the ro o men 'ch iftlu the intersections o erguson venue wit Dursto ad,_ ab k Street, ine Lane an the intersections of Babcock Street with tt9nwo_ Road lezA e C. EXISTING CONDITIONS The proposed development property currently consists of a 10-acre parcel of undeveloped land located west of Ferguson Avenue just north of the Cottonwood Condominiums development. This area of Bozeman is characterized by residential homes and apartment units with some commercial areas along the southern end of Ferguson Avenue. Hyalite Elementary School (439 students) is located along Babcock Street between Ferguson Road and Fowler Street. Meadowlark Elementary School (362 students) is located along Durston Road between Cottonwood Road and Ferguson Avenue. The topography in this area is flat. See Figure 1 for a location map of the proposed development. Abelin Traffic Services 1 August 2015 Lupine Village Traffic Impact Study Bozeman, Montana Figure 1- Pro osed Development Site Adjacent Roadways Ferguson Avenue is a two-lane, two-way collector that runs north from Huffine Lane. The road provides access to a variety of commercial and residential developments in this 'section of Bozeman. The southern portion of Ferguson Avenue has a variety of ,commercial properties. The road has a paved width of 40 feet with bike lanes on both sides and a posted speed limit of 35 MPH. The intersection of Ferguson Avenue and Huffine Lane is currently signalized. Traffic data collected by ATS indicates that the road currently carries 9,300 Vehicles Per Day(VPD). Huffme 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 this section of Huffine Lane is 45 mph. Traffic counts collected by MDT in 2014 indicate that the roadway carries an Average Daily Traffic (ADT) volume of22,700 VPD near Cottonwood Road. West Babcock Street is an east-west,two-way, collector which extends west of Main Street. West of Ferguson the street has a paved width of 38 feet with bike lanes and on-street Abelin Traffic Services 2 August 2015 Lupine Village Traffic Impact Study Bozeman,Montana parking on the north side of the road. East of Ferguson Avenue the road had a three-lane cross-section with bike lanes. The posted speed limit is 30 MPH. Traffic data collected in June 2015 by ATS indicates that West Babcock Street currently carries 2,500 VPD west of Ferguson Avenue. Traffic Counts In June 2015 Abelin Traffic Services (ATS) collected turning movement count data at intersections along Ferguson Avenue and Babcock Street,as requested by the City of Bozeman. These counts included the intersections of Ferguson Avenue with Durston Road, Babcock Street, and Huffine Lane and the intersections of Babcock Street with Fowler Road. The traffic count for the intersection of Babcock Street with Cottonwood Road was obtained from a June 2014 traffic count collected by ATS. ATS also collected 24-hour ADT data on Ferguson Avenue and Babcock Street. The raw traffic data is included in Appendix A of this report. Historic Traffic Data Abelin Traffic Services collected historic traffic data for the surrounding road'system to help develop short-term background growth rates for the area. This area of Bozeman is growing rapidly. However, there is little historic data available for this area to evaluate overall growth trends. Only two annual traffic count sites are located in this area of Bozeman. One is on' Huffine Lane which does not have the same functional classification or use patterns as other roads in this area. The other is a count site on Durston Road which has only been in operation since 2011. The available traffic data suggests an annual growth rate of 5% on Durston Road but only a growth rate of 1% on Huffine Lane. It would be desirable for the City to develop an annual traffic counting program for this area of Bozeman to help monitor traffic volumes and direct future planning efforts. Table 1 — Historic Average Daily Traffic Data Location 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 1 2014 Huffine Lane East of Cottonwood Road 19,195 22,515 22,515 22,580 19,835 19,675 18.900 21,270 21,480 21,660 22,670 Durston Road West of Flanders Mill Road NA NA NA NA NA NA NA 6,450 6,390 7,790 7,490 Adjacent Developments The Cottonwood Condominiums project is currently underway just south of the Lupine Village project. Cottonwood Condominiums will have 156 residential units at full Abelin Traffic Services 3 August 2015 Lupine Village Traffic Impact Study Bozeman,Montana buildout. Currently there are 85 units sold and another 25 units under construction. The Cottonwood Condominiums will have access to Babcock Street through the Lupine Village development once completed. Planned Road Improvements The City of Bozeman is currently planning improvement projects along Cottonwood Road and Durston Road. These plans include upgrading sections of Cottonwood Read and Durston Road and providing appropriate intersection capacity improvements. This project is currently in the planning stage and no specific road improvements have been 1111 r...,allG111Z.z_a GU. Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at area intersections. This evaluation was conducted in accordance with the procedures outlined in the Transportation Research Board's Highway Capacity Manual (HCM) - Special Report 209 and the Highway Capacity Software (HCS) version 5.3. Intersections are graded from A to F representing the average delay that a 'vehicle entering an intersection can expect. Typically, a LOS of C or better is considered acceptable for peak-hour conditions. Table 2 shows the existing 2015 LOS for the AM and PM peak hours without the traffic from the proposed development. The LOS calculations are included in Appendix C. The table shows that this area is currently experiencing congestion at several intersections. The four-way STOP at the interseetio Fei uson Avenue & Durston Road,the two-way STOP at the intersection of Babcock and Ferguson, a e-way in ersectio a ati- ng 03dmg the-1A+1✓peatck�u: The intersection of Durston Road and Ferguson Avenue is currently under study for improvements. It is likely that this four-way STOP intersection will be improved to include a traffic signal or modern roundabout within the next 3-5 years. The intersection of Babcock and Ferguson could be improved by changing the intersection to a four-way STOP. The intersection of Fowler and Babcock could be improved by changing it to a three-way STOP, but only has operational problems for 15-30 minutes each day. A three-way stop at this location would increase delay for all drivers throughout the day. No change is recommended for this intersection at this time. It should also be noted that the traffic signal at the intersection of Ferguson Avenue and Ruffin Lane is operating at a high level of service. Traffic volumes have not change considerably at this intersection over the past ten years and the intersection has considerable reserve capacity. Abelin Traffic Services 4 August 2015 Lupine Village Traffic Impact Study Bozeman,Montana Table 2 -2015 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Del a Sec.) LOS Dela Sec.) LOS Ferguson Avenue & 22.5 C 38.4 E Durston Road Ferguson Avenue & 18.9/18.4 C/C 36.2/25.7 E/D Babcock Street* Babcock Street & Fallon 14.4 B 36.3 E Street Ferguson Avenue & 12.4 B 12.8 B Huffine Lane Babcock Street & 13.2/14.4 B/B 11.3/14.0 B/B Cottonwood Road* *North bound/Southbound or Westbound/Eastbound Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 10 acres of land located west of Ferguson Road which would be developed into a residential subdivision. The site would include 30 single-family homes and a 1.4 acre park. Access to the site would be provided through two approaches onto Babcock Street and a connection through Palisade Drive to Cottonwood Condominiums to the south. Full buildout of the project is expected within the next three years. It is likely that some traffic from Cottonwood Condominiums will use roads through the Lupine Village on a regular bases. However, it is also likely that traffic from Lupine Village development will go through the Cottonwood Condominiums to reach destinations to the south. These road users will likely offset each other and ultimately not create a distinctive alternative traffic pattern on the surrounding road network. The Lupine Village subdivision development is shown in Figure 2. E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Ninth Edition). These rates are the national standard and are based on the most current information available to planners. A vehicle "trip" is defined as any trip that either begins or ends at the development site. ATS determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. According to the ITE trip generation rates, at full build-out the developments would produce 23 AM peak hour trips, 30 PM peak hour trips, and 286 daily trips. See Table 3 for detailed trip generation information. Abelin Traffic Services 5 August 2015 Lupine Village Traffic Impact Study Bozeman,Montana Figure 3- Proposed Lupine Village Subdivision IA, ax 4 1 rl � U CF, PX d� 7 Al 7 4 4. 7. F—i 9. R Wjk 3b �V t din,i I V LUPINE VILLAGE *I — TRACI'Ai.MINOR SUBDIVISION NO.388 LOCATHD IN THE 1/4.SECTION 10,T.2 S.,H 5 H.OF KIVI.M., 0WRALT.PLAN CITY OFBOZHNIAN,GALLdVI'INCOUNI-Y,MON'rANA Abelin Traffic Services 6 August 2015 Lupine Village Traffic Impact Study Bozeman, Montana Tabie 3 - Trip Generation Rates AM Peak Total AM PM Peak Total PM Weekday Hour Trip Peak Hour Trip Peak Y Total Ends per Hour Trip Ends per Hour Trip Trip Ends Weekday Land Use Units Unit" Ends Unit Ends per Unit Trip Ends Single Family Residential 30 0.75 23 1.01 30 9.52 286 F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivision was based upon the existing ADT volumes along the adjacent roadways and the peak-hour turning volumes. Traffic is expected to distribute onto the surrounding road network'as shown on Figure 3. Figure 3 —Trip Distribution 20% Babcock Street 20% 35% Proposed Development > Q Site c 0 a� as LL 25% G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The analysis assumes a 5% background growth rate over the next three years on all roads. The anticipated intersection LOS with the Lupine Village Subdivision is shown in Table 4. These calculations are included in Appendix B of this report. Abelin Traffic Services 7 August 2015 Lupine Village Tragic Impact Study Bozetnari,Montana This area of Bozeman is growing rapidly and is beginning to experience capacity problems. Table 4 indicates that some of the intersections studied, for this project will soon experience significant delays. This analysis assumes a 16% background growth factor in area traffic over the next 3-5 years. The two approaches from the Lupine Village development site onto Babcock Street will function at LOS A through full build-out of the project. The intersections which are currently experiencing capacity problems will have increasing problems regardless of the construction of Lupine Village. The Lupine Village project will only add 1-2% to the total traffic at these intersections and will not be a significant contributor to the intersection delay: The recommendations for these intersections are the same with or without the Lupine Village project. The recammend� inr a changing the intersection of Ferguson Avenue and Bdocock Street , `- „ . This modification will allow the intersection to function at an-acceable-LOS-int the short-term; but--ultim - a require additional tr�c controls t_�c'leaUaffic..growth.in..this area.�This could include the installation of a traffic signal or a modern routtdabQut. The timing for this impro men is hijbly dependent on the total annual traffic growth rates on these roads '.vh.ch .s difficult to predict d to lack � � v � 2.iiv av� due �v a awi+a� �a h.s LOv traffic data for these roads. It should also be noted the Ferguson Avenue is currently carrying over 9,000 VPD. As a general rule, a two lane road has a carrying capacity of approximately 12,000. If current growth rates in this area continue, the road may be at or over capacity in 5-10 years and may require additional lanes. However, as stated previously, there is no historic traffic data available to evaluate an accurate growth rate for Ferguson Avenue. It would be of great benefit to the City to monitor traffic volumes annually on the roadways within this area to help plan for future roadway capacity needs. The intersection of Durston Road and Ferguson Avenue is currently in the planning phases for needed improvements along the Durston Road corridor. It is likely that the traffic control at this intersection will be improved with a traffic signal or modern roundabout within the next 3-5 years. The intersection of Fowler.Ayerme-and-Babcock will likel begin to experience significant PM peak-hour deli i ear future. This_problems ul_cL be com to ed v�`f�e instaIiati no of a three-way O _w1ki rate at LOS C. It is possible the planned imp yr eo menfs to _burs on Road and Cottonwood Road will ultimately reduce traffic along Babcock Street and Fowler Avenue and may eliminate the need for intersection modifications at this location. No intersection modifications are recommended for this location at this time. Abelin Traffic Services 8 August 2015 Lupine Village Traffic Impact Study Bozeman,Montana Table 4—Future Level of Service Summa With Development AM Peak Hour PM Peak Hour Intersection Dela Sec. LOS D®la Sec. LOS Ferguson Avenue & 59.6 F 98.6 F Durston Road Ferguson Avenue & 26.4/25.0 D/C 100/75.5 F/F Babcock Street* Babcock Street & Fallon 17.4 C 102 F Street Ferguson Avenue & 14.2 B 16.7 B Huffine Lane Babcock Street & 14.5/16.3 B/C 12.1/16.1 B/B Cottonwood Road* *North bou nd/Southbou n d or Westbound/Eastbound Side Street LOS and Delay H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Lupine Village Residential Subdivision will not create any new roadway capacity problems. Some intersections in this area are already experiencing increasing levels of delay. Traffic from the Lupine Village development will only contribute 1%to 2% to the traffic at these intersections at full build-out. The City of Bozeman is in process of developing a long- term improvements plan for Durston Road which will correct the existing capacity problems at the Durston Road/Ferguson Avenue intersection. The existing capacity problems at the intersection of Ferguson Avenue and Babcock Street could be corrected in the short-term by the installation of a four-way STOP at that location. The existing capacity problem at the Fowler Avenue and Babcock Street intersection exists for only a short period of time each day and may be corrected by planned capacity improvements to other roadways in this area. No intersection modifications are recommended at Fowler Avenue and Babcock Street at this time. Abelin Traffic Services 9 August 2015 APPENDIX A Traffic Data ai elam guipc S e wic e 6 130 S. Howie Street Helena, MT 59601 File Name : durston Site Code : 00000000 Start Date : 6/2/2015 Page No : 1 Groups Printed._Unshifted_Bank 1 FERGUSON DURSTON FERGUSON DURSTON Southbound Westbound Northbound E stbound A Tlme Ri ht Thru Left Pads app.rmai Ri ht Thru Left Peds ap,rorei Ri ht Thru Left Peds raai Right Thru Left Peds wp.rar _IntT.,.I 07:30 AM 14 33 0 0 47 1 43 30 0 74 13 32 9 2 56 20 65 29 0 114 291 07A5 AM 27 55 0 _1 83 2�52 27 0__ 81 14 34 14 1 63 28 53 30 0 111 338 Total 41 88 0 1 130 3 95 57 0 155 27 66 23 3 119 48 118 59 0 225 629 08:00 AM 23 44 1 0 68 0 29 28 0 57 12 25 13 0 50 I 32 49 26 0 1071 282 08:15 AM I 15 45 0 0 60 I 2 45 14 2 63 11 30 9 1 51 25 46 37 0 108 282 08:30 AM 16 34 0 0 50 0 25 14 0 39 14 26 9 0 49 23 49 34 1 107 245 *.*BRW-,- Total ' 54 123 1 0 178 2 99 56 2 159 37 81 31 1 150 80 144 97 1 3221 809 ***BREAK- 04:30 PM 23 46 3 0 72 1 46 17 0 66 11 47 26 0 84 19 43 46 0 108 330 04:h5 PM 20_ 53 2 0 75 2 50 18 0 70__ 18_ 36 22 I 77115 55 33 1 104 326 Total 43 99 5 0 147 3 98 35 0 136 29 63 48 1 161 . 34 98 79 1 212 , 656 05:00 PM 26 52 0 0 78 3 44 23 1 71 16 44 31 0 91 13 54 40 0 107 347 05:15 PM 31 45 2 2 80 2 50 20 1 73 16 51 29 2 98 19 66 29 1 115 366 05:30 PM 24 47 1 2 74 3 42 21 0 66 14 48 30 1 93 ' 16 57 32 0 105 338 Grand Total 219 454 9 5 687 16 428 212 4 660 139 373 192 8 712 1210 537 336 3 1086 3145 Apprch% 31.9 66.1 1.3 0.7 2.4 64.8 32.1 0.6 19.5 52.4 27 1.1 19.3 49.4 30.9 0.3 Total"� 7 14.4 0.3 0.2 21.8 0.5 13.6 6.7 0.1 21 4.4.11.9 6.1 0.3 22.6 6.7 17.1 10.7 01 34.5 Unshifted 219 454 9 5 687 16 428 212 4 660 139 373 192 8 712 210 537 336 3 1100 3145 00 %UnsWifted 100 100 100 100 100 100 100 100 100 100 , 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� 0 0 0 0 0 %Bank 1 0 0 0 0 0 0 0 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 aieim suip Sewkeo 130 S. Howie Street Helena, MT 59601 File Name : fergbab Site Code : 00000000 Start Date : 6/1/2015 : Groupsifte Printed-Unshd-Bank 1 Page No 1 FERGUSON BABCOCK FERGUSON BABCOCK Southbound Westbound Northbound Eastbound a4Ts19ht _Thru _Left Peds .T.. Right Thru Left Peds gyp,row Ri ht Thru Left Peds rwr RI ht Thru Left Peds .Ta.i im.Tow 07:15 AM 3 74 3 0 80 6 9 10 0 25 3 37 4 0 44 13 10 2 0 25 174 07:30 AM 2 105 7 1 115 9 13 16 0 38 13 48 2 0 63 9 17 0 0 26 242 07:45 AM_ 2 108 13 1 124 3 6 12 1 22 12 25 4 0 41 9 1 4 0 31_ 218 Toial 7 287 23 2 319 18 2tS 38 1 85 2tf 110 10 U 148 31 45 6 0 82T 634 08:00 AM I 4 76 13 2 951 12 8 8 1 291 13 35 1 0 491 9 18 4 0 311 204 08:15 AM 3 103 7 0 1131 10 13 15 1 391 11 53 4 0 681 6 17 0 2 25 ; 245 AAA BREAK Total 7-17-9 20 2 20.8122-135 4 2 2 -)a GI 2 J G VV 24 pp J V III IJ 56 449 "«BREAK*« 04:15 PM 6 73 9 0 88 20 18 18 1 57 14 53 5 0 72 7 11 1 0 19 236 04:30 PM 4 59 12 0 75 15 15 16 0 46 8 728 0 W 2 10 0 0 12 221 04445 PM 5 72 9 2 88 11 26 12 0 49 13 83 9 2 107 10 12 2 D 24 268 Total 15 204 30 2 251 46 59 46 1 152 35 208 22 2 267 19 33 3 0 55 725 05:00 PM 4 80 15 0 99 25 33 12 1 71 I 12 88 10 0 110 7 22 1 0 30 310 05:15 PM 6 68 13 0 87 14 34 13 0 61 9 64 7 0 80 8 22 4 2 36 264 05:30 PM 3 59 16 0 78 16 15 17 1 49 24 55 8 0 87 7 25 4 0 36 250 Grand Total 42 877 117 6 1042 141 190 149 6 486 132 613 62 2 809 87 182 22 4 295 2632 Apprch% 4 84.2 11.2 0.6 29 39.1 30.7 1.2 16.3 75.8 7.7 0.2 29.5 61.7 7.5 1.4 Total% 1.6 33.3 _4.4 0.2 —1042 141 190 149 6 486 132 613 62 2 809 87 182 22 4 295 2632 %Unshiked 100 100 100 100 100 100 100 100 100 100 100 _100 100 100 100. 100 100 100 100,._ 100 100_ Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 aitelan suipc Sewiceo 130 S. Howie Street Helena, MT 59601 File Name : huffine Site Code : 00000000 Start Date : 6/1/2015 Page No : 1 Groyps Printed-Unshi -Bank 1 FEGUSON HUFFINE FEGUSON HUFFINE Southbound Westbound Northbound Eastbound Start Time Right Thru I Left I Peds I App.rows Ri ThRI Left Peds .To,ei Ri ht I Thru Left Peds rows Right Thru I eft I Peds I Am Tows int Toni 07:30 AM 36 2 56 0 94 21 128 0 0 149 0 0 0 0 0 0 184 44 0 228 471 07:45 AM 48 0 54 0 102 25 176 0 0 201 Q 0 0 0 0 0 256 54 0 310 §13 Total 84 2 110 0 196 46 304 0 0 350 0 0 0 0 0 0 440 98 0 538 1084 08:15 AM I 27 0 41 0 168 05 i 25 112 0 1 138 I 0 0 0 0 0 I 2 176 50 0 228 I 434 "-BREAK»»» Total 1 80 1 91 1 173 37 228 0 1 2661 0 0 0 0 0 2 425 88 1 516 955 »»»BREAK»»» 04:30 PM 34 1 37 0 721 47 202 0 0 249 0 0 0 0 0 0 195 31 0 226 547 04:45 PM 40 0 52 0 921 48 228 OL 0 276 0 0 0 0____ 0 0 188-4. 0 222 590 Total 74 1 89 0 1641 95 430 0 0 5251 0 0 0 0 01 0 383 65 0 4481 1137 05:00 PM 51 0 28 0 79 45 224 0 0 269 0 0 0 0 0 0 202 38 0 2401 588 05:15 PM 36 0 42 0 78 36 280 0 0 316 0 0 0 0 0 0 216 37 0 253 647 05:30 PM 33 0 49 0 82 36 227 0 0 263 0 0 0 0 0 0 204 38 0 242 587 Grand Total 358 4 409 1 772 295 1693 0 1 1989 0 0 0 0 0 2 1670 364 1 2237 4998 Apprch% 46.4 0.5 53 0.1 14.8 85.1 0 0.1 0 0 0 0 0.1 83.6 16.3 0 Total% 7.2 0.1 8.2 0 1$.4 5. 33.9 0 39.8 0 0 0 0 0 0 37.4_ 7.3 0 44.8 Unshifted 357 4 408 1 770 293 1689 0 1 1983 0 0 0 0 0 2 1859 363 1 2225 4978 Ire Unshifted_ 99.7 IOQ 99.8 100 99.7 99.3 99.8 0 100 99.7 1 0 0 0 0 0 1 100 99.4 99.7 100 99.5 99.6 Bank 1 1 0 1 0 2 2 4 0 0 6 0 0 0 0 0 0 11 1 0 12 20 %Bank 1 0.3 0 0.2 0 0.3 0.7 0.2 0 0 0.3 0 0 0 0 0 0 0.6 0.3 0 0.5 0.4 aAe&t, guq& Sew cee 130 S. Howie Street Helena, MT 59601 File Name : FowlerAM Site Code : 00000000 Start Date : 6/2/2015 Page No : 1 Groups Printed-Unshifted-Bank 1 FOWLER BABCOCK FOWLER BABCOCK Sou_thbound_ Westbound Northbound Eastbound S T me Right Thru Left I Pads rocai Right Thru_ Left Peds T.1.1 Right Thru Left Peds n,_Tow Ri ht_ Thru I Left_I Peds .Tam u,L Tow 07:30 AM 0 0 0 4 4 0 30 19 0 49 17 0 6 0 23 17 43 0 0 60 136 07:45 AM 0 0 0 5 5 ' 0. 45 3.1 1 77 21 0 11 4 36 27 71 0 1 99 217 Total 0 0 0 9 91 0 75 50 1 126 38 0 17 4 59 44 114 0 1 159 353 08:00 AM 0 0 0 2 21 0 44 35 0 79 41 0 1.1 0 521 28 50 0 0 78 I 211 08:15 AM 0 0 0 7 7 0 61 21 0 82 15 0 6 7 281 26 67 0 0 931 210 Grand Total 0 0 0 18 18 0 180 106 1 287 94 0 34 11 139 98 231 0 1 330 , 774 Apprch% 0 0 0 100 0 62.7 36.9 0.3 67.6 0 24.5 7.9 29.7 70 0 0.3 Total% 0 0 0 2.3 2.3 0 23.3 13.7_ _0.1 37.1. 1221 0 4.4 1.4 18__12.7_ 29.8 0 0.1 42.6 Unshifted 0 0 0 18 18 0 180 106 1 267 94 f0 34 11 139 98 231 0 1 330 774 %_Unsh_(fted 0 0 0 100_ 100 0 100 100 100 100 100 0 100 100 1.00 100 100 0 100 1 0 100 Bank 1 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 0 asetin .1uzgw SeBuisee 130 S. Howie Street Helena, MT 59601 File Name : fowlerpm Site Code . 00000000 Start Date : 6/8/2015 Page No : 1 Groups Printed-Unshi -B nk 1 FOWLER BABCOCK FOWLER BABCOCK Southbound Westbound rthbound Eastbound Start Time Rig ht Thru Left Peds raw Ri ht Thru Left Peds .Total Ri ht Thru Left Peds T.w ' ht Thru Left Peds .1 me Total 04:30 PM 0 0 0 1 1 0 61 19 1 81 30 0 25 0 55 11 30 0 0 41 178 0.4:45 PM 0 0 0 0 0 55 19 0 74 33 0 20 0 53 1 34 0 1 50 177 Total 0 0 0 1 1 0 116 38 1 155 63 0 45 0 108 26 64 0 1 91 355 05:00 PM 0 0 0 2 2 0 66 23 0 89 40 0 32 0 72 17 42 0 1 60 223 05:15 PM 0 0 0 0 0 0 94 28 0 122 41 0 50 0 91 19 37 0 0 56 269 05:30 PM 0 0 0 3 3 0 70 27 0 97 38 0 39 0 77 20 33 0 2 551 232 Grand Total 0 0 0 6 6 0 346 116 1 463 182 0 166 0 348 82 176 0 4 262 1079 Apprch% 0 0 0 100 0 74.7 25.1 0.2 52.3 0 47.7 0 31.3 67.2 0 1.5 Total% 0 0 0_ 0.6 0.6 0 32.1 10.8 0.1 42.9 16.9 0 15.4 g 32.3 7.6 16.3 0 0.4 24.3 ___ Unshifted 0 0 0 6 6 0 346 116 1 463 182 0 166 0 348 82 176 0 4 262 1079 Unshifted 0 0 0 100 900 0 100 100 100 100 100 0 100 0 100 100 100 0 100 100 00 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services File Name : BaxCottonAM 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 6/5/2014 Page No : 1 Groups Printed-Unshifted-Bank I-Bank 2 COTTON BABCOCK COTTON BABCOCK Suthbound Westbound Northbound Eastbound Start Time Right Thru Left_ Peds Right Thru Left Peds Right Thtu Left Peds Right Thru Left Peds Int.Total 07:30 AM 2 46 3 1 3 4 16 0 5 21 2 1 2 1 2 0 109 07:45 AM 5 81 8 0 2 2 13 0 2 32 7 0 1 3 4 160 Total 7 127 11 1 5 6 29 0 7 53 9 1 3 4 6 0 269 08:00 AM 4 d8 6 0 4 0 11 0 I 5 24 2 01 1 1 4 0 110 08:15 AM 2 38 1 0 6 1 10 0 7 43 2 0 0 1 3 0 114 08:30 AM 2 43 1 0 2 1 5 0 7 20 1 0 0 0 1 0 83 Grand Total 15 256 19 1 17 8 55 0 26 140 14 1 4 6 14 0 576 Apprch0 5.2 QQ 6,5 0.3 21.2 10 68.8 0 144 O°3 1e nc is �r row n I/. I.I V. IV.I LJ 10.0 V _ Total% 2.6 44.4 _ 3.3 0.2_ _ 3 1.4 9.5 0 44 24.3_ 2.4_ 0.2 0.7_ 1 2.4 0 Unshifted 15 256 18 1 17 8 55 0 26 138 14 1 4 6 14 0 573 S,Ynshitted _ 100 10 94.7 100 100 1 0 100 0 100 98.6 100 100 100 100_ !00 0_—Al- Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~0 Baltk_ 0 0 0 0 0 0 0 0 1 0 0 0 0-—0 0 0 0 0 Bank 2 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 %Bank 2 0 0 5.3 0 0 0 0 0 0 1.4 0 0 0 0 0 0 0.5 Abelin Traffic Services File Name : l3axCottonPM 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 6/4/2014 Page No : 1 Groups Printed-Unshifted-Bank 1 -Bank 2 COTTONWOOD. BABCOCK COTTONWOOD BABCOCK Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds Right Thru Left Peds Right Thru Left Peds Right Thru I Left I Peds Int.Total 04:30 PM 7 40 5 0 3 2 6 0 12 44 0 0 1 0 4 0 124 04:46 PM 5 34 2 0 2 2 5 0 9 47 4 0 2 6 0 119 Total 12 74 7 01 5 4 11 01 21 91 4 0 2 2 10 0 243 05:00 PM 4 30 1 0 2 3 5 0 14 72 1 0 0 3 8 0 143 05:15 PM 3 42 5 0 8 2 10 0 14 57 0 0 4 1 6 0 152 05:30 PM 2 33 4 1 9 2 6 0 16 63 3 0 2 5 1 Z 0 158 05:46 PM 0 40 6 0 7 1 9 0 18 _ 44 2 0 2 4 5 0 138 Total 9 145 16 1 26 8 30 0 62 236 6 0 8 13 31 0 591 Grand Total 21 219 23 1 31 12 41 0 83 327 10 0 10 15 41 0 834 Apprch% 8 83 8.7 0.4 36.9 14.3 48.8 0 19.8 77.9 2.4 0 15.2 22.7 62.1 0 Total% 2.5 26.3 2.8 0.1 _3.7 1.4 4.9 0 10 39.2 1.2 0 1.2 1.8 4.1 0 Unshifted 21 218 23 1 31 12 41 0 83 327 10 0 10 15 41 0 833 %Unshifted 100 99.5 100 100 100 _ 100 100 0 100 100 100 0 100 100 100 0 99_.9 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 Bank 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 %Bank 2 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Weekly 24 I Volume Report.- BABCOCK Info Line 1 : ATS Last Connected Device Type : Unic-L Info Line 2 : Unicorn#3 Serial Number: 91888 GPS Lat/Lon : #Lanes : 1 Lane #1 (W6) Weakly 06ta 0616-411015 to 0610712045'� 06101 06102 06103 06104 06105 Weekday 06106 06107 Weekend Week Time MON TUE WED THU FRI Average SAT SUN Average Average -AM- 12 - 1 9 9 9 1 -2 I 5 5 5 2 -3 I 2 2 2 3 -4 0 0 0 1 4 -5 I 4 4 4 5 6 30 30 30 6 -7 45 45 45 7 -8 125 162 164 164 8 -9 166 149 158 158 9 - 10 104 104 104 10 -11 125 125 i 25 11 - 12 140 140 140 -PM- 12 - 1 11 155 155 155 1 -2 169 169 169 2 -3 147 147 147 3 -4 197 197 197 4 -5 225 225 225 5 -6 290 290 290 6 -7 185 185 185 7 -8 I 129 129 129 8 -9 88 88 88 9 -10 76 76 76 10 - 11 33 33 33 11 - 12 18 18 18 TOTALS : 2372 406 2498 2498 %Avg Day: 136% 43% 100% AM(12am-10am)Peak Volumes 15 Minute: 47 61 54 54 One Hour: 179 178 179 179 P.H.F. : 0.95 0.73 0.83 0.83 PH Begins: 7:45am 7:30am 7:30am 7:30am Mid(10am-2pm)Peak Volumes 15 Minute: 53 53 53 One Hour: 174 174 174 P.H.F. 0.82 0.82 0.82 PH Beg-ins: 12:15pm 12:15pm 12:15pm PM(2pm-12am)Peak Volumes 15 Minute : 87 87 87 One Hour: 290 290 290 P.H.F. 0.83 0.83 0.83 PH Begins 5:00pm 5:00pm 5:00pm Centurion Weekly 24 Hour Volume Report Printed:08118115 Page 1 Weekly / HourVolumeI I Info Line 1 : ATS Last Connected Device Type : Unic-L Info Line 2 : Unicorn#5 Serial Number: 99216 GPS Lat/Lon : #Lanes : 1 Lens#1 (88)Weekly Date 06/0112015 to 06/07/2015 - 06101 06102 06103 06104 06105 Weekday 06106 06107 Weekend Week Time MON TUE WED THU FRI Average SAT SUN Average Average -AM- I 12 -1 30 30 30 1 -2 14 14 14 2 -3 4 4 4 3 -4 13 13 13 4 -5 17 17 17 5 -6 156 156 I 156 6 -7 282 282 282 7 -8 604 604 604 8 -9 697 697 697 9 -10 531 531 531 10 - 11 525 525 525 11 - 12 609 609 609 -PM- 12 -1 696 696 i, I 696 1 -2 634 634 634 2 -3 573 573 573 3 -4 726 726 726 4 -5 793 793 793 5 -6 770 770 770 6 -7 571 571 571 7 -8 406 406 406 8 -9 265 265 265 9 -10 218 218 218 10 -11 114 114 I 114 11 - 12 43 43 43 TOTALS : 7474 1817 9291 9291 %Avg Day: 129% 52% 100% AM(12am-10am)Peak Volumes - 15 Minute: 174 214 214 214 One Hour: 531 732 732 732 P.H.F. : 0.76 0.86 0.86 0.86 PH Begins : 9:00am 7:30am 7:30am 7:30am Mid(10am-2pm)Peak Volumes 15 Minute : 183 183 183 One Hour: 698 698 698 P.H.F. : 0.95 0.95 0.95 PH Begins: 11:45am 11:45am 11:45am PM(2pm-12am)Peak Volumes 15 Minute: 216 216 216 One Hour: 805 805 805 P.H.F. : 0.95 0.95 0.95 PH Begins : 3:45pm 3:45pm 3:45pm Centurion Weekly 24 Hour Volume Report Printed.,08/18/15 Page 1 APPENDIX B Traffic Model O v � r-I 00 14rL 0 LL t O Rt co C 00 O c = Q O %D m lD O N CDLD ci � C O O 00 N 1-1 LO ei Ln 'r Ln LO r1 N -zr O 1-4 f- 3 LL Z�At J9 t 00 O O N N N N 00 a 00 a N LD LO --t � e-1 r N to N N 14 N a q N N O e-4 O 00 N LD 0 0 0 0 4p 14 «-L z.0-thtd* NONN � O r r C N E O. O Ol aj N LSD O O O O O 4p r 4-L z•► t e N O N N Ln O C 0 O Ol N 00 00 O QCo Co L!1 N a q 00 > 4114 L o o u '° � Z-►J h 1 1♦ Ln mt N N rn r-I iN-I w m m m H no, m - 0 > o 2 a uu_ c Q N Iv N 10 J m F- u i ° t e+ 0 00 N co 00 W �C -4 �00 M �T O ri S � to 4014 r 4-t 401 4 c a t v o f u- Z4J"h t 0 Z-►Jh t 0 q-#h t v O 00 tD I W w O O v 00 00 tb 00 v eGoi ell N I� rl rq m lD 00 N 0 rl It e�i 00 O 00 N lD O O O O r«-L Z-►�htA* O O O O N O N N N 0 y 1%1 .t+ C W E to O GJ NGo ci tta o o o o G «� 14 4r*'t z-*Pub0 N O N N Ol O r � O E ° aw a m 00 N eN•t N w C O O � 14 t o u Z- -t t 0 ELn � m N cc N a m cu V O > ,°,' g E u a N 3 0 14 rL o LL t C N N 7 � O e-I N ei N —1 O r-I � 14 �L «� 144r v � l LL z-►Jh t e z�sh t ZJh t ei O r-I m LO N N -1 Ln +--I O a-I m N a--I N ° 41 j* Ln v E CL cu cu O N r1 0 m � 0 c o v o E N rl O C >, N 40l4 4L o 0 U W m G = ar c w � a v v. N m � +�� O i CO F- Q 1n Ln N 4u 14 L o LL t0 C � iF- m � c C � .i r4 ei 14 n Ln � m 4014 r 4- 4' 14 4r '� l LL zysb t �+ z�Jh t 0 ZJh t N e-1 rl 1n rl N LD z.►s� tr+ ro M M H a Chcu E a 0 w r N Ln ri m C z O 41 4- z�jt �► m 1-1 N -qt � O E N rl rl 3 G c W N C _ U u � � m �N N � -gyp O Gam! f0 a E u a C7 a N 0 1= a in 0 I-T e-1 tt N P N A LA O1 ` Ol l4rL o LL t cc' O1 M rl 7 d N LD Ln LD lD N O C7 rl c C1 N -1 LD r1 LD t LD 1, N N LA O r1 00 H fly �L � 144r«'L v 4l LL •�-r-rh t r► Z-►-th t ZJh t Ln LD Ln O1 LD O Ln 00 N 00 Ln N Nt M r-I 00 Ln 00 1N-1 Ln N am-1 N e lczr m-1 r1 M 00 M N N N rn O O N 00 R) N O e-I 7 41 1n 0 m m v r1 N N N w in c c Ol E O. O Gl O1 N 00 ri ri O et «� 14c�z m 0 m m r1 0 N N N LO 00 O. ai eq Ol LD M N Oq c a) 0 4-L u z�:h t f► v a, O C N 1, M ­4 .-4 tu CC LL OJ M _N C N 0. U0+ �! 01 N E u O t+ c a S a2 a N O W 0 H Q l7 O v o em-I N ch W 14cL o LL t0 C f � � a ID G = p00 I � 14r4-L 41144rLIU z�sht0 -4 41t �► z� t tf rl 01 1A w Ol N �q O 1, W V1 Do l0 -41 N �ml M Go N M A O m N .Oi rl O m m eM N 00 -4 N O w rn z�Jh t f► - - N O N N O m ti H a+ C N E a 0 'w m o w N o0 V1 ri o m r7 401 4 4-L - z-*-*ht6# N O N N O 'i E E M N rq N n C � 14 s v W z LL EIq d c `o A o v > LL > Eg .ocr a ae 3mH a3C7 APPENDIX C LOS Calculations ALL-WAY STOP CONTROL ANALYSIS •3eneral Information Site Information nal st RLA Intersection Duraton&Fe uson enc /Co. ATS urisdiction Cif of Bozeman ate Performed 6/23/2015 al sis Year 2015 nal $ is Time Period JAM Peak Hour Project ID Fe uson EastlWest Street: Durstron Road North/South Street: Ferguston Avenue F e Adjustments and Site Characteristics Eastbound Westbound nt L T R L T R veh/h) 120 212 112 108 208 8 Left Lane Ajoproach Northbound Soudhhoind Movement L T R L T R 'Volume(veh/h) 1 56 136 1 56 4 220 1 108 %Thrus Left Lane / Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LTR LTR LTR PHF 1.00 1.00 1,00 1.00 1.00 Flow Rate(veh/h) 332 112 324 248 332 /o Heavy Vehicles 0 0 0 0 0 No.Lanes 2 1 1 1 Geometry Group 5 4a 2 2 Duration,T 0.25 Saturation HeadwayAdjustment Worksheet Prop.Left-Turns 0.4 0.0 0.3 0.2 0.0 Prop.Right-Turns 0.0 1.0 0.0 0.2 0.3 (Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.2 0.2 0.2 0.2 0.2 0.2 RT-adj -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 1 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 11.7 hadj,computed 0.2 -0.7 0.1 -0.1 -0.2 Departure Headway and Service Time lid,initial value(a) 3.20 3.20 3.20 3.20 3.20 c,initial 0.30 0.10 0.29 0.22 0.30 lid,final value(s) 7.74 6.83 .7.43 7.53 7.14 L.final value 0.71 0.21 0.67 0,52 0.66 Move-up time,m(s) 2.3 2.0 2.0 2.0 Service Time,tg{s) 5.4 4.5 5.4 5.5 5.1 ICa achy and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 445 362 452 421 467 Delay(s/veh) 27.48 11.37 24.15 18.36 22.88 LOS D B C C C Approach:Delay(s/veh) 23.41 24.15 18.36 22.88 LOS C C C C Intersection Delay(s/veh) 22.53 Intersection LOS C Copyright m 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:36 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information RLA Intersection Durston&Ferguson Analyst Agency/Co. ATS Jurisdiction 0 of Bozeman Date Performed 6/23/2015 al sis Year 2015 Analysis Time Period JPM Peak Hour Pro ectID Ferguson EasdWesl Street Durstron Road North/South Street: Ferguston Avenue Volume Adjustments and Site Characteristics roach Eastbound Westbound Movement L T R L T R olume(veh/h) 116 264 1 76 80 200 8 %Thrus Left Lane o roach Northbound Southbound Movement L T I R L T I R olume(veh/h) 116 204 64 8 180 124 %Thrus Left Lane _ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LTR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 380 76 288 384 312 /a Heavy Vehicles 0 0 0 1 0 1 0 No.Lanes 2 1 1 1 Geometry Group 5 4a 2 2 Duration,T 0.25 Saturation HeadwayAdjustment Worksheet Prop_left-Turns 0.3 0.0 0.3 0.3 0.0 Prop Right-Turns 0.0 1.0 0.0 0.2 .0.4 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.2 0.2 0.2 0.2 0.2 0.2 lhadj, RT-adj -0.7 -0.7 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.71.7 1.7 computed 0.2 -0.7 0.0 -0.0 -0.2 Departure Headway and Service Time hd,initial value(s) 3.20 3.20 3.20 3.20 3.20 x,initial 0.34 0.07 0.26 0.34 0.28 hd,final value(s) 8.58 7.69 8.66 8.07 8.20 X. final value 0.91 0.16 0.69 0.86 0.71 ove-up time,m(s) 2.3 2.0 2.0 2.0 Service Time,is(s) 6.3 5.4 6.7 6.1 6.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 1-1 L2 L1 L2 Capacity(veh/h) 412 326 380 430 403 Delay(s/veh) 52.79 11.88 29.05 43.91 28.94 LOS F B D E D pproach:Delay(s/veh) 45.97 29.05 43.91 28.94 LOS E D E D Intersection Delay(s/veh) 38.35 Intersection LOS E Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:35 AM t•1 ill/, RT T l I � � T 1 IT I /�l T/I"I/l TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst LA Intersection Babcock& Fer uson Agency/Co. A TS Jurisdiction City of Bozeman Date Performed 612312015 Analysis Year 2015 Analysis Time Period AM Peak Hour Pro ect Description Ferguson East/West Street: Babcock Street North/South Street: Fer uson Avenue 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 veh/h 16 212 44 28 412 12 Teak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 16 212 44 28 412 12 veh/h Percent Heavy Vehicles 0 -- __ 0 -- -- (Median Type Undivided RT Channelized 0 0 (Lands 0 1 0 0 1 0 Configuration. LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 4 68 24 60 52 40 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 '1.00 Hourly Flow Rate, HFR(vsh/h) 4 68 24 60 52 40 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 lRT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR (veh/h) 16 28 60 92 96 (m) (veh/h) 1146 1321 243 444 363 plc 0.01 0.02 0.25 0.21 0.26 5% queue length 0.04 0.06 0.94 0.77 1.05 Control Delay(s/veh) 8.2 7.8 24.6 15.2 18.4 LOS A A C C C Approach Delay(s/veh) -- -- 18.9 18.4 Approach LOS -- -- C C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:38 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Babcock&Ferguson enc /Co. A TS Jurisdiction Cit.y of Bozeman Date Performed 12312015 Analysis Year ,2015 Analysis Time Period PM Peak Hour Project Description Ferguson East/West Street: Babcock Street North/South Street: Fer uson Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments RMior Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 40 352 48 60 320 16 Peak-Hour Factor PHF . 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 40 352 48 60 1 320 16 veh/h Percent Heavy Vehicles 0 -- — 0 -- -- Median Tyee Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 88 28 48 132 100 (Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 0 88 28 48 132 100 veh/h (Percent Heavx Vehicles 0 0 1 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration TR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR TR ✓(veh/h) 40 60 48 232 116 (m) (veh/h) 1235 1170 151 340 288 ✓Ic 0.03 0.05 0.32 0.68 0.40 95%queue length 0.10 0.16 1.27 4.76 1.86 Control Delay(s/veh) 8.0 8.2 39.6 35.5 25.7 ILOS A A E E D Approach Delay(s/veh) -- -- 36.2 25.7 Approach LOS -- -- E D Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5,6 Generated: 8/18/2015 11:37 AM ri 1//— -1 Irk i I r. ., 1,— -1 —1 ni.nI— I TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st FLA Intersection Babcock& Fowler enc /Co. TS Jurisdiction Cityof Bozeman Date Performed I22512015 Analysis Year 2015 nal sis Time Period M Peak Hour Project Description Ferguson East/West Street: Babcock St. North/South Street: Fowler St. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 5 L T R L T R Volume veh/h 284 108 124 180 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 4.00 i.00 Hourly Flow Rate, HFR 0 284 108 124 1 veh/h 80 0 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided IRT Channelized 0 0 Lanes 0 ', 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 44 84 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 44 0 84 0 0 0 veh/h) Percent Heavy VWicles 0 0 0 0 T 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR i(veh/h) 124 128 C(m) (veh/h) 1178 512 vlc 0.11 0.25 '95%queue length 0.35 0.98 Control Delay(s/veh) 8.4 14.4 LOS A B Approach Delay(s/veh) -- -- 14.4 Approach LOS -- -- B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:37 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Fowler enc /Co. VTS I Jurisdiction City of Bozeman Date Performed 612512015 Analysis Year 2015 Analysis Time Period PM Peak Hour Project Description Ferguson EastM/est Street: Babcock St. North/South Street: Fowler St. 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) 148 76 112 376 Peak-Hour Factor PHF 1.00 1.00 1.00 1,00 1.00 1.00 Hourly Flow Rate, HFR 0 148 76 112 376 0 'veh/h Percent Heavy Vehicles 0 — -- 0 -- -- Median 'Type Undivided RT Channelized 0 0 (Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 200 164 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 200 0 164 0 0 0 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration ILR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR 111(veh/h) 112 364 C (m) (veh/h) 1357 461 /c 0.08 0.79 95%queue length 0.27 7.10 Control Delay (s/veh) 7.9 36.3 LOS A E Approach Delay (s/veh) -- -- 36.3 Approach LOS -- -- E Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:37 AM , 1 IIfr mT f 1 11 ,♦ — 1 -1 1 . ram— I n1.110- 1 TWO-WAY STOP CONTROL SUMMARY general Information Site Information Analyst [belin A Intersection Babcock&Durston Agency/Co. Traffic Services urisdiction BozemanDate Performed 5115 nal sis Year 2015 nal sis Time Period Peak Hour Project Description Ferguson East/West Street: Babcock Street North/South Street: Cottonwood Road 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 veh/h 28 128 8 32 324 20 Peak-Hour Factor PH-- 7.UU 7.UU 1.U0 1.00 1.00 1.00 Hourly Flow Rate, HFR 28 128 8 32 324 20 veh/h (Percent Heavy Vehicles 0 -- -- 0 -- IMedian Type Undivided RT Channelized 0 0 Lanes 1 9 1 1 2 v Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 16 12 4 52 8 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 16 12 4 52 8 8 'veh/h) Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 !Lanes 0 1 0 0 1 0 Configuration L LTR LTR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 28 32 68 32 (m) (veh/h) 1226 1461 509 413 v/c 0.02 0.02 0.13 0.08 5%queue length 0,07 0.07 0.46 0.25 Control Delay(s/veh) 8.0 7.5 13.2 14.4 LOS A A B B Approach Delay (s/veh) -- -- 13.2 14.4 Approach LOS -- -- B B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Verslon 5.6 Generated: 8/18/2015 11:38 AM M— trT fT� I I • T, It 1/T . Ill r/ nn n I�n//" n1 r TWO-WAY STOP CONTROL SUMMARY (General Information Site Information nal st LA Intersection Babcock&Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 6125115 Analysis Year .2015 Analysis Time Period PM Peak Hour (Project Description Feiguson East/West Street: Babcock Street North/South Street: Cottonwood Road 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 veh/h 12 252 64 8 132 16 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 12 252 64 8 132 1 16 veh/h Percent Heavy Vehicles 0 -- — 0 — — Median Type Undivided IRT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 48 20 8 24 8 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 48 20 8 24 8 36 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR I LTR Delay, Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(veh/h) 12 8 68 76 C (m) (veh/h) 1446 1256 643 474 vlc 0.01 0.01 0.11 0.16 95% queue length 0.03 0.02 0.35 0.57 Control Delay(s/veh) 7.5 7.9 11.3 14.0 LOS A A B B Approach Delay(s/veh) -- -- 11.3 14.0 Approach LOS -- -- 8 8 Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 11:38 AM !I /I1/ ITT T , . T I♦ II- 1 -1 - . . /1/11 /­� r HCS 20, 31gnalized Intersection Results S unary General Information Intersection Information Agency ATS Duration,h 0.25 Analyst RLA Analysis Date IJun 25,2015 Area Type Other Jurisdiction MDT Time Period JAM Peak Hour PHF 0.92 Intersection Ferguson Avenue Analysis Year 12015 Analysis Period 1>7:00 File Name HuffineAM.xus Project Description JExisting 2015 t+ e Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ,veh/h 218 1024 704 100 216 192 Signal Information Cycle, s 73.0 Reference Phase 2 '1 7 J 4 Offset, s 0 Reference Point End Green 40.0 25.0 10.0 0:0 0.0 0.0 I i Uncoordinated Yes Simult.Gap E/W On Yellow 4.0 4.0 10.0 0.0 0.0 0.0 Force iii Fixed Simult.Gap N/S On Red 0.0 0.0 0.0 0.0 0.0 0.0 1-4 Timer Results EBL EBT WBL MT NBL NBT SBL SBT Assigned Phase 5 2 4 Case Number 6.0 7.0 9.0 Phase Duration,s 44.0 44.0 29.0 Change Period, (Y+Rv), s 4.0 4.0 4.0 Max Allow Headway(MAM, s 3.3 3.3 3.2 Queue Clearance Time(gs),s_ 31.4 10.9 9.2 Green Extension Time(ge), s 4.8 8.1 0.8 Phase Call Probability 1.00 1.00 1 1.00 Max Out Probability 0.57 0.06 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 1 6 2 12 7 14 Adjusted Flow Rate(v),veh/h 235 1113 765 109 235 209 Adjusted Saturation Flow Rate(s),veh/h/ln 713 1809 1809 1610 1810 1610 Queue Service Time(gs),s 20.5 14.7 1 1 8.9 2.4 7.2 1 7.1 Cycle Queue Clearance Time(gc), s 29.4 14.7 8.9 2.4 7.2 7.1 Green Ratio(g/C) 0.55 0.55 0.55 0.55 0.34 0.34 Capacity(c),veh/h 403 1982 ; 1982 882 620 551 Volume-to-Capacity Ratio(X) 0.583 0.562 0.386 0.123 0,379 0.378 Available Capacity(ca),veh/h 403 1982 1982 882 620 551 Back of Queue(Q), veh/In(50th percentile) 3.1 4.9 2.9 0.7 2.8 2.5 Queue Storage Ratio(RQ) (50th percentile) 0.00 1 0.00 0.00 0.00 0.00 0.00 Uniform Delay(di), s/veh 17.9 10.8 9.5 8.0 18.1 18.1 Incremental Delay(d2), s/veh 1.4 0.2 0.0 0.0 0.1 0.2 Initial Queue Delay(ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 19.3 .11.0 9.5 8.0 18.3 18.3 Level of Service(LOS) B B A A B B Approach Delay, s/veh/LOS 12.4 B 9.3 A 0.0 18.3E-� B Intersection Delay, s/veh/LOS 12.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 0.7 A 2.2 B 2.9 C �2.9C Bicycle LOS Score/LOS 1.6 A 1.2 A F Copyright©2015 University of Florida,All Rights Reserved. HCS 2010""Streets Version 6.66 Generated:811812015 11:39:33 AM HCS 20, Signalized Intersection Results c nmary General Information Intersection Information •' �''*` ''''' Agency ATS Duration,h 0.25 , Analyst RLA Analysis Date Jun 25, 2015 Area Type Other Jurisdiction MDT Time Period PM Peak Hour PHF 0.92 + Intersection Ferguson Avenue Analysis Year 2015 1 Analysis Period 1>7:00 Y '_ File Name HuffinePM.xus Project Description lExisting 2015 "Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand(v),veh/h 148 864 1120 144 168 144 Signal Information Cycle, s 73.0 Reference Phase 2 x i s Offset, s 0 Reference Point End Green 40.0 25.0 0.0 10.0 0.0 0.0 Uncoordinated Yes Simult. Gap ENV On Yellow 4.0 4.0 0.0 10.0 0.0 0.0 ` Force Mode Fixed Simult.Gap N/S On Red 0.0 0.0 0.0 0.0 0.0 0.0 °! ° Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 6 2 4 Case Number 6.0 7.0 9.0 Phase Duration,s 44.0 44.0 29.0 Change Period,(Y+Rc),s 4.0 4.0 4.0 Max Allow Headway(MAM, s 3.4 3.4 3.2 Queue Clearance Time(gs), s 42.0 18.7 7.4 Green Extension Time(ge), s 0.0 9.1 0.6 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 1.00 0.24 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 1 6 2 12 7 14 Adjusted Flow Rate(v),veh/h 161 939 1217 157 183 157 Adjusted Saturation Flow Rate(s), veh/h/In 466 1809 1809 1610 1810 1610 Queue Service Time(gs), s 23.3 11.6 16.7 3.6 5.4 5.2 Cycle Queue Clearance Time(go),s 40.0 11.6 16.7 3.6 5.4 5.2 Green Ratio( q 0.55 0.55 0.55 0.55 0.34 0.34 Capacity(C),veh/h 247 1982 1982 882 620 551 Volume-to-Capacity Ratio(X) 0.651 0.474 0.614 0.177 0.295 0.284 Available Capacity(ce),veh/h 247 1982 19.82 882 620 551 Back of Queue Q),veh/ln(50th percentile) 3.0 3.9 5.7 1.1 2.1 1.8 Queue Storage Ratio(RQ)(50th percentile) 0.00 0.00 [10.4 0,00 0.00 0.00 Uniform Delay(di),s/veh 25.8 10.1 8.3 17.6 17.5 Incremental Delay(dz),s/veh 4.7 0.1 0.0 0.1 0.1 0.Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 7. 0.0 Control Delay(d),s/veh 30.5 10.1 8.3 17.6 17.6 Level of Service(LOS) C B A B B Approach Delay, s/veh I LOS 13.1 B B 0.0 17.6 B Intersection Delay, s/veh/LOS 12.8 B Multimodal Results EB WB- NB SB Pedestrian LOS Score/LOS 0.7 A 2.2 B 2.9 C 2.9 C Bicycle LOS Score/LOS 1 1.4 A 1 1.6 A F Copyright O 2015 University of Florida,All Rights Reserved. TICS 20101-" Streets Version 6.65 Generated:8118l2015 11:39:57 AM ALL-WAY STOP CONTROL ANALYSIS FEDPertbrmed eral Information Site Information RLA Intersection Duraton&Ferguson ATS Jurisdiction Cit of Bozeman 6/23/2015 al sis Year lath Develo meat Period AM Peak Hour Project ID Fe uson East/West Street: Durstron Road North/South Street: Ferguston Avenue olume Adjustments and Site Characteristics rh Eastbound Westbound nt L T R L T R veh/h) 246 130 126 241 9 eft Lane roach Northbound Southbound Movement I L I T ItI L I T R olume(vehth) 66 159 66 5 256 125 kThrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LTR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate(veh"t) 385 130 376 291 386 1/6 Heavy Vehicles 0 1 0 0 0 0 i4o.Lanes 2 1 1 1 Geometry Group 5 4a 2 2 Duration,T 0.25 Saturation Headwav Adjustment Worksheet Prop.Left-Turns 0.4 0.0 0.3 0.2 0.0 Prop.Right-rums 0.0 1.0 0.0 0.2 0.3 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.7 1 -0.7 1 -0.6 1 -0.6 1 -0.6 -0.6 -0.6 1 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed 0.2 -0.7 0.1 -0.1 -0.2 Departure Headwav and Service Tine lid,initial value(s) 3.20 3.20 3,20 3.20 3.20 )c,initial 0.34 0.12 0.33lEq 0.26 0.34 d,final value(s) 9.43 8.51 9.23 1 9.47 8.87 ,final value 1.01 0.31 0.96 1 1 077 0.95 Move-up time,m(s) 2.3 2.0 1 2.0 2.0 Service Time,is(a) 7.1 6.2 7.2 7.5 6.9 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 385 380 388 372 403 Delay(s/veh) 79.44 14.93 68.06 37.41 63,34 LOS F B F E F Approach:Delay(s/veh) 63.15 68.06 37.41 63.34 LOS F F E F Intersection Delay(s/veh) 59.60 Intersection LOS F Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:52 PM i 1 II - ! T I I• ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection 11jurston&FerUuson enc /Co. JATS Jurisdiction I City of Bozeman Date Performed 6/2aW1 5 Analysis Year iWith Development Analysis Time Period JPM Peak Hour Project ID Ferguson East/West Street: Durstron Road North/South Street: Ferguston Avenue Volume Adjustments and Site Characteristics ApEroach Eastbound Westbound Movement L T R L T R Volume(veh/h) 135 306 89 94 232 9 %Thrus Left Lane Approach Northbound Southbcund Movement L T R L T R volume(veh/h) 135 238 75 9 211 144 ''/oThrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LTR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 441' 89 335 448 364 16 Heavy Vehicles 0 1 0 0 1 0 1 0 No.Lanes 2 1 1 1 Geometry Group 5 4a 2 2 (Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0-3 0.0 0.3 0.3 0.0 Prop.Right-rums 0.0 1.0 0.0 0.2 0.4 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.5 0.5 0.2 0.2 0.2 0.2 0.2 0.2 ,RT-adj -0.7 -0.7 -0.6 -0.6 -0.6 -0.0 -0.0 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed 0.2 -0.7 0.0 -0.0 -0.2 Departure Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 3.20 x,initial 0.39 0.08 0.30 0.40 0.32 hd,final value(s) 9.79 8.90 9.84 9.37 9.32 K,final value 1.20 0.22 0.92 1.17 0.94 (Move-up time,m(s) 2.3 2.0 2.0 2.0 Service Time,is(s) 7.5 6.6 7.8 7.4 7.3 lCapacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 rapacity(veh/h) 441 339 364 448 385 Delay(s/veh) 142.96 14.09 60.25 129.09 63.46 LOS F 8 F F F Approach:Delay(s/veh) 121.32 60.25 129.09 63.46 LOS F F F F Intersection Delay(s/veh) 98.64 Intersection LOS F Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/16/2015 12:52 PM r 1 I///-. ITT / I . . - . .T I- 1 -1 /n/- , n..n l n.1 1 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Ferguson Agency/Co. TS Jurisdiction Cit.y of Bozeman Date Performed 6/23/2015 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description Ferguson EastfWest Street: Babcock Street North/South Street: Ferguson Avenue 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 veh/h) 20 246 51 32 478 15 i,eak-Hour tractor, PHF � 1.00 1.00 too ",i.Uu I 1.00 1.00 Hourly Flow Rate, HFR 20 246 51 32 478 15 veh/h Percent Heavy Vehicles 0 1 0 -- -- iMedian Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 0 (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 8 85 32 70 62 46 Peak-i-lour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 8 85 32 70 62 46 veh!h (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay,queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LTR LTR L TR LTR (veh/h) 20 32 70 108 125 (m)(veh/h) 1081 1276 174 379 303 lc 0.02 0.03 0.40 0.28 0.41 95%queue length 0.06 0.08 1.78 1.16 1.94 Control Delay(s/veh) 8.4 7.9 39.0 18.2 25.0 LOS A A E C C Approach Delay(s/veh) -- -- 26.4 25.0 Approach LOS -- -- D C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:51 PM I"1 II//-1 MT i:� 1 r• c. . /.T nI TAT , nrl n//1n1r TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Ferguson Agency/Co. ATS Jurisdiction Cit-y of Bozeman Date Performed 612312015 Analysis Year 2015 Analysis Time Period PM Peak Hour (Project Description Ferguson East/West Street: Babcock Street North/South Street: Ferguson Avenue 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 veh/h 51 408 56 70 371 22 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 51 408 56 70 371 22 veh/h (Percent Heav Vehicles 0 -- -- 0 - -- Median Type Undivided IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal I 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 7 106 35 56 160 116 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 7 106 35 56 160 116 veh/h Percent HeavyVehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 I-anes 0 1 0 1 1 0 Confi uration LTR L TR 71 Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR r(veh/h) 51 70 56 276 148 C (m) (veh/h) 1177 1108 87 271 184 rlc 0.04 0.06 0.64 1.02 0.80 95%queue length 0.14 0.20 3.04 10.49 5.53 Control Delay(s/veh) 8.2 8.5 101.9 100.6 75.5 ILOS A A F F F Approach Delay(s/veh) -- -- 100.8 75.5 Approach LOS -- -- F F Copyright m 2010 Universlty of Florida,All Rights Reserved HCS+TM Version 6.6 Generated: 8/18/2015 12:51 PM 11.1 111- MY f 1 ! • - 11 11T 1 -1 Ii9 r^1 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Antersection Babcock& Fowler Agency/Co. ATS Jurisdiction City of Bozeman Date Performed 6/25/2015 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description Ferguson East/West Street: Babcock St. Worth/South Street: Fowler St. 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 334 127 144 210 Peak-Hour Factor PHF 1.00 '1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 334 127 144 210 0 'veh/h) Percent Heavy Vehicles 0 -- -- 1 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 52 97 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 52 0 97 0 0 0 veh/h 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 Confr uration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR r(veh/h) 144 149 C(m)(veh/h) 1111 439 rlc 0.13 0.34 95%queue length 0.45 1.48 r,ontroi Delay(s/veh) 8.7 17.4 I_OS A C Approach Delay(s/veh) -- -- 17.4 Approach LOS -- -- C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:52 PM fl 1r'1 ITT xz 1 /A r. ,r 1IT I .11 rnTTl . n/1 nJ/\n1r TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Fowler Agency/Co. ATS Jurisdiction Citv of Bozeman Date Performed 612512015 Analysis Year With Development Analysis Time Period PM Peak Hour Project Description Ferguson East/West Street: Babcock St. North/South Street: Fowler St. Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments a'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 174 89 130 441 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 0 174 89 130 1 441 0 veh/h Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R volume veh/h 234 190 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 234 0 190 0 0 0 (vehlh 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 Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR V(veh/h) 130 424 C (m) (veh/h) 1313 391 v/C 0.10 1.08 '95%queue length 0.33 14.84 Control Delay (s/veh) 8.0 102.9 LOS A F Approach Delay(s/veh) -- -- 102.9 Approach LOS -- -- F Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:53 PM !-1 /ll/V IrT T 1 I• T . IT '� I ^I 1lA.1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Durston Agency/Co. Abolin Traffic Services Jurisdiction Bozeman Date Performed 6125115 Analysis Year With DeveLo ment Analysis Time Period AM Peak Hour Project Description Ferguson East/West Street: Babcock Street North/South Street: Cottonwood Road 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 veh/h 32 148 10 38 376 23 �cSk-HOLii Factor, ri-iF 1.00 1.00 1.00 1.00 1.00 1.00 'Hourly Flow Rate, HFR 32 148 10 38 376 23 veh/h Percent Heavy Vehicles 0 -- -- 0 (Median Type Undivided R T C:hannelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 19 14 5 61 9 12 Peak-Flour Factor, PHF 1.00 1.00 1,00 1.00 1.00 1.00 Hourly Flow Rate, HFR 19 14 5 61 9 12 vFh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channeiized 0 0 Lanes 0 1 0 0 1 0 Configuration I I LTR LTR Delay, Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR %/(veh/h) 32 38 82 38 C (m) (veh/h) 1171 1434 459 356 vlc 0.03 0.03 0.18 0.11 95%queue length 0.08 0.08 0.64 0.36 Control Delay(s/veh) 8.2 7.6 14.5 16.3 LOS A A B C Approach Delay(s/veh) -- -- 14.5 16.3 Approach LOS -- -- B C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:50 PM !"1 /11l MT IT t ♦ t, !1 1IT I r"l rT/T A/1 AI/�/ 1r TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozernan Date Performed 6125115 Analysis Year With Development Analysis Time Period PM Peak Hour Project Description Fe uson East/West Street: Babcock Street North/South Street: Cottonwood Road Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments allor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R 'Volume veh/h) 14 292 75 12 153 19 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 14 292 75 12 1 153 19 (veh/h Percent Heavy Vehicles 0 — — 0 -- — Median Type Undivided IRT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 ]Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 56 23 9 29 9 43 (Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 56 23 9 29 9 43 veh/h) Percent Heavy Vehicles 0 1 0 r 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 Length,and Level of Service Approach Northbound Southbound Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR r(veh/h) 14 12 81 88 C (m) (veh/h) 1417 1203 589 412 Ic 0.01 0.01 0.14 0.21 95%queue length 0.03 0.03 0.47 0.80 Control Delay(s/veh) 7.6 8.0 12.1 16.1 LOS A A B C Approach Delay(s/veh) -- -- 12.1 16.1 Approach LOS -- -- B f C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 8/18/2015 12:51 PM !-1 III- R T IT I I - � 1. 1 IT 1 -1 /'11 T ♦ n/1 o f- P HCS 20' Signalized Intersection Results S unary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 25,2015 Area Type Other ; } Jurisdiction MDT Time Period AM Peak Hour PHF 0.92 { ¢ Intersection Ferguson Avenue Analysis Year 12015 Analysis Period 1>7:00 " File Name JHuffineAM.xus Project Description With Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand(v`;veh/h 251 1188 817 117 253 224 Signal Information 1 Cycle, s 73.0 Reference Phase 2 Offset,s 0 Reference Point End j Green 40.0 25.0 0.0 0.0 0.0 0.0 Uncoordinated Yes Simuit. Gap tiw On Yellow 14.0 4.0 10.0 0.0 0.0 10.0 Force Mode Fixed Simuft. Gap N/S On Red 10.0 10.0 0.0 10.0 0.0 10.0 • • • Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 6 2 4 Case Number 6.0 7.0 9.0 Phase Duration,s 44.0 44.0 29.0 Change Period, (V+Rc),s 4.0 4.0 4.0 Max Allow Headway(MAh),s 3.4 3.4 1 3.2 Queue Clearance Time gs , s 42.0 12.7 10.6 Green Extension Time(ge), s 1 0.0 10.5 1.0 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 1.00 0.17 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 1 6 2 12 7 14 Adjusted Flow Rate(v),veh/h 273 1291 888 127 275 243 Ad'usted,Saturation Flow Rate(s),veh/h/In 636 1809 1"809 1610 1810 1610 Queue Service Time(gs),s 29.3 18.3 10.7 2.8 8.6 8.6 Cycle Queue Clearance Time(gc),s 40.0 18.3 10.7 2.8 8.6 8.6 Green Ratio(g/C) 0.55 0.55 0.55 0.55 0.34 0.34 Capacity(c),veh/h 354 1982 1982 982 620 551 Volume-to-Capacity Ratio(X) 0.772 0.651 0.448 0.144 0.444 0.442 Available Capacity(ca),veh/h 354 1982 1 1982 882 620 551 Back of Queue(Q),veh/In(50th percentile) 5.2 6.2 1 3.6 0.8 3.3 1 3.0 Queue Storage Ratio(RQ)(50th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(di), s/veh 22.8 11.6 9.9 8.1 18.6 18.6 Incremental Delay(d2), s/veh 9.2 0.6 0.1 0.0 0.2 0.2 Initial Queue Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 32.0 1 12.2 1 9.9 8.1 18.8 18.8 Level of Service(LOS) C I B A A B B Approach Delay,s/veh/LOS 15.7 B 9.7 A 0.0 18.8 B Intersection Delay,s/veh/LOS 14.2 B Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 0.7 A 2.2 B 2.9 C 2.9 C Bicycle LOS Score/LOS 1.8 A 1.3 A F Copyright G 2015 University of Florida,All Rights Reserved. ICS 2010"1 Stroets`version G.65 enerated:311312095 12:5::34 PP.q HCS 20' ' Signalized Intersection Results -nMary General Information Intersection Information '{' Agency ATS Duration, h 0.26 Analyst RLA Analysis Date liun 25,2015 Area Type Other Jurisdiction MDT Time Period IPM Peak Hour PHF 0.92 + i Intersection Ferguson Avenue Analysis Year 12015 1 Analysis Period 1>7:00 File Name HuffinePM.xus Project Description JWith Development Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand(v),veh/h 174 1002 1299 170 196 168 Signal Information Cycle, s 73.0 Reference Phase 2 Offset, s 0 Reference Point End Green 40.0 25.0 0.0 0.0 0.0 0.0 Uncoordinated Yes Simult. Gap E/W On Yellow 14.0 14.0 0.0 0.0 0.0 0.0 Force Mode Fixed Simult.Gap N/S On Red 100 inn 10.0 10.0 10.0 10.0 t Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 6 2 4 Case Number 6.0 7.0 9.0 Phase Duration,s 44.0 44.0 29.0 Change Period, (Y+Rc), s 4.0 1 4.0 4.0 Max Allow Headway(MAM,s 3.5 3.5 3.2 Queue Clearance Time s ,s 42.0 23.1 8.4 Green Extension Time ge), s 0.0 10.2 0.7 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 1.00 1 0.51 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 1 6 2 12 7 14 Adjusted Flow Rate(v),veh/h 189 1089 1412 185 213 183 Adjusted Saturation Flow Rate(s),veh/h/ln 387 1809 1809 1610 1810 1610 Queue Service Time(gs), s 18.9 14.2 21.1 4.3 6.4 6.1 Cycle Queue Clearance Time(gc),s 40.0 14.2 21.1 4.3 1 6.4 6.1 Green Ratio(g/C) 0.55 0.55 0.55 0.55 0.34 0.34 Capacity(c),veh/h 199 1982 1982 882 620 551 Volume-to-Capacity Ratio(X) 0,952 0.549 0.712 0.209 0.344 0.331 Available Capacity ce),veh/h 199 1982 1982 882 620 551 Back of Queue Q),veh/In (50th percentile) 6.0 4.8 7.3 1.3 2.5 2.1 Queue Storage Ratio(RQ)(50th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(di), s/veh 31.5 10.7 12.2 8.4 17.9 17.8 Incremental Delay(d2),s/veh 49.7 0.2 1.0 0.0 0.1 0.1 Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 81.2 1 10.9 13.3 8.5 18.0 17.9 Level of Service(LOS) F B B A B B A ch Delay, s/veh/LOS 21.3 C 12.7 B 0.0 18A B Intersection Delay, s/veh/LOS 16.7 0 B Multimodal Results EB WB NS SB Pedestrian LOS Score/LOS 0.7 A 2.2 B 2.9 C 2.9 C Bicycle LOS Score/LOS 1 1.5 A 1.8 A F Copyright©2015 University of Florida,All Rights Reserved. HCS 2010 rM Streets Version 6.65 Generated:8/18/2015 12:54:40 PM