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HomeMy WebLinkAbout10 - Traffic Impact Study - J & D Family • traffic AD Family services Traffic Impact Study Bozeman, Montana Prepared For: Big Sky Land Consulting, PLLC 5530 Burnt Road Belgrade, MT 59714 January, 2010 130 South Howie Street Helena, Montana 59601 406-459-1443 J&D Family Traffic Impact Study Bozeman, Montana Table of Contents A. Executive Summary......................................................................................I B. Project Description........................................................................................I C. Existing Conditions........................................................................................9 AdjacentRoadways ..............................................................................I TrafficCounts........................................................................................2 Additional Developments.......................................................................3 Levelof Service.....................................................................................3 D. Proposed Development..............................................................................4 E. Trip Generation and Assignment................................................................4 F. Trip Distribution ..........................................................................................6 G. Traffic Impacts Outside of the Development...............................................6 H. Impact Summary& Recommendations......................................................8 List of Figures Figure 9 — Proposed Development Site...................................................................2 Figure 2— Proposed Development..........................................................................5 Figure3— Trip Distribution......................................................................................6 List of Tables Table 1 — 2009 Level of Service Summary..............................................................3 Table 2— Trip Generation Rates.............................................................................4 Table 3— Level of Service Summary With Development........................................7 i J&D Family Traffic Impact Study Bozeman, Montana AD Family Development Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The construction of the J&D Family development will have little impact on the intersections within this area. With the proposed improvements to Cottonwood Road associated with the Norton East Ranch Phase I Development, all necessary roadway modification should be in place prior to the completion of the J&D Family project. In order to enhance overall safety within the area the developers should include intersection lighting at each of the approaches onto Cottonwood Road and at the north and south ends of Automotive Avenue. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from a proposed 40- acre commercial and residential development west of Cottonwood Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The site is located west of Cottonwood Road between West Babcock and Fallon Street. The property would be developed to include up to 40 multi-family residential units and 21 acres of commercial property. C. EXISTING CONDITIONS The proposed development property currently consists of a 40-acre parcel of undeveloped land located west of Cottonwood Road, '/ mile north of Huffine Lane. The areas to the east of the site are currently being developed for residential and commercial land uses. The areas west of the site are currently undeveloped. However, the Norton East Ranch development is currently planned just west of the site. See Figure 1 for a location map of the proposed development. Adjacent Roadways 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 Avenue is 65 mph, but drops west of Cottonwood Road to 55 mph. The SR 191 alignment swings northeast after intersecting College Street and becomes Main Street. Traffic counts collected by MDT in 2008 indicate that the roadway carries an Average Daily Traffic (ADT) volume of 20,000 vehicles per day. West Babcock Street is an east-west, two-way, two-lane collector which extends west of Main Street. It is posted with a 25 mph speed limit between Cottonwood Road and Main Abelin Traffic Services 1 November 2009 J&D Family Traffic Impact Study Bozeman, Montana Street. 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 2005. The intersection of Cottonwood Road and Huffine Lane is currently signalized. Traffic data collected in September 2009 by ATS indicates that Cottonwood Road currently carries 4,700 VPD north of Huffine Lane. Fallon Street is a two-way, paved east/west local road that provides access to existing developments north of Huffine Lane. Fallon Street connects to the proposed development's south entrance and is currently constructed with designated bike lanes on each side of the roadway. Figure 1- Proposed Develo ment Site a l[ ) f f • Traffic Counts In September 2008 Abelin Traffic Services (ATS) collected 24-hour hose counts along Cottonwood Road near the proposed development site. A turning movement count was also performed at the intersection of Huffine Lane and Cottonwood Road. The raw Abelin Traffic Services 2 November 2009 J&D Family Traffic Impact Study Bozeman,Montana traffic data is included in Appendix A of this report. Additional Developments The Norton East Ranch Phase I Development is currently under construction just west of the proposed J&D Family site. The development will ultimately include 332 mixed residential units and produce over 2,300 vehicle trips per day. In order to provide some consistency between the reports, traffic volume data and vehicle trip generation and distribution information was taken from the traffic study produced for the Norton East Ranch project and incorporated into this report for the intersections along Cottonwood Road. As part of this project Babcock'Street and Fallon Street will be extended west of Cottonwood Road and designated left-turn lanes will be installed along Cottonwood Road for northbound and southbound traffic. 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 5.2. 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 1 shows the existing 2009 LOS for the AM and PM peak hours without the traffic from the J&D Family development. The LOS calculations are included in Appendix C. Table 1 -2009 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Dela Sec. LOS Dela Sec. LOS Cottonwood Road & 12.3/16.4 B/C 14.0/13.3 B/B Durston Road* Cottonwood Road & Babcock Street 12.0 B 10.5 B Cottonwood Road & '[Fallon Street 11.5 B 11.5 B Cottonwood Road & �17.3 B 20.8 g H Lane *North bound/Southbound or Westbound/Eastbound Side Street LOS and Delay Abelin Traffic Services 3 November 2009 J&D Family Traffic Impact Study Bozeman,Montana Table 1 shows that all of the existing intersections along Cottonwood road are currently operating with acceptable limits. No interactions modifications are needed at this time. D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 40 acres of land west of Cottonwood Road which would be developed into a residential and commercial subdivision. The development would include up to 40 residential units, four car dealerships, service shops, and a variety of retail and mixed-commercial businesses on commercial lots. Access to the site would be provided through the two approaches onto Cottonwood Road at Babcock Street and Fallon Street. The site would also include 5.9 acres of dedicated park land along Baxter Creek. The J&D Family development site plan is shown in Figure 2. E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine anticipated future traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Seventh 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. At full build-out the proposed development would produce 283 AM peak hour trips, 341 PM peak hour trips, and 3,814 daily trips. The trip generation rates and totals are shown in Table 3. Table 3 - Trip Generation Rates AM Peak Total AM P7per Total PM Hour Trip Peak HPeak Weekday7W�eekday Ends per Hour Trip EHour Trip Trip Ends Land Use Units Unit Ends Unit Ends per Unit New Car Sales 80,000 &Service s.f. 2.05 164 2.64 211 33.34 2,667 Tire 5,000 Su erstore I s.f 1.34 7 2.11 11 20.36 102 Shopping 5,000 Center s.f. 1.03 5 3.75 19 21.38 107 Business 4.7 Park Acres 18.86 89 16.84 79 149.79 704 Multi-Plex 40 Residential Units 0.44 18 0.52 21 5.86 234 11 Total 283 341 3,814 Abelin Traffic Services 4 November 2009 J&D Family Traffic Impact Study Bozeman,Montana % Figure 2 - Proposed Development III ..• - I_ DEDICATED 2 78 R4 ZONING LOT s zDNi"c � 4.70 n 4785 INCWDED IN THIS SUBDIVISION _.I —�� PN A�E 3 TEMPORARY - — 0 f2 CUL-DE- NOT INCLUDED Ipp✓✓TTFFff SUSDII N �E3 40T R-1 \J l )I' ,,&A R4 `.l ZD02 ZONING %II 1 'PHA SE_ F2 LOT 3 ZO' �• �; ( SIRF1u1 SETBACK J_-� ii 4725 W / J - 2,25 w _ .f E�LLON STREET 60'DEDIC E�oEXISTING F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivision was based upon the existing Abelin Traffic Services 5 November 2009 J&D Family Traffic Impact Study Bozeman,Montana 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 2% 0 Durston Road 5/0 17 v �o 0 v a 0 3 c 0 :r 0 v Babcock Street 8% Proposed Development Site Fallon Street 3% 26% Huffine Lane 33% 7% 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 anticipated LOS at these intersections for with the J&D Family Group development and the Norton East Ranch is shown in Tables 4. These calculations are based on the projected model volumes included in Appendix B of this report. Table 4 -Level of Service Summary With The J&D Family Group Develo ment AM Peak Hour PM Peak Hour Abelin Traffic Services 6 November 2009 J&D Family Traffic Impact Study Bozeman,Montana FIntersectiont DelaySec. LOS Dela Sec. LOS ttonwood ad & 14.7/20.0 B/C 18.5/15.8 C/C rston Roa Cottonwood Road & 18 9/15.0 C/C 5.2/14.6 Babcock Street g Cottonwood Road & 24.1/16.5 Fallon Street C/C 23.9l16.1 C/C Cottonwood Road & Huffine Lane 19'8 B 25.6 C *North bound/Southbound or Westbound/Eastbound Side Street LOS and Delay Table 4 indicates that the construction of the J&D Family development will have little effect on the traffic conditions within the area. All area intersection will continue to function at LOS C or better at full build-out and no additional mitigation measures will be needed to improve intersection capacity. H. IMPACT SUMMARY & RECOMMENDATIONS The construction of the J&D Family development will have little impact on the intersections within this area. With the proposed improvements to Cottonwood Road associated with the Norton East Ranch Phase I Development, all necessary roadway modification should be in place prior to the completion of the J&D Family project. In order to enhance overall safety within the area the developers should include intersection lighting at each of the approaches onto Cottonwood Road and at the north and south ends of Automotive Avenue. Abelin Traffic Services 7 November 2009 APPENDIX A Traffic Data Weekly 24 Hour Volume Report.- COTTONWOOD Info Line 1 : ATS Last Connected Device Type : Unic-L Info Line 2 : Unicorn#1 Serial Number : GPS Lat/Lon : #Lanes : 1 7,77 Lane#1 {ALL)Weekly Data 09i21�20U9 to 09/2T12009 09121 09122 09123 09124 09125 Weekday 09126 09127 Weekend Week Time MON TUE WED THU FRt Average SAT SUN Average Average F2 - 12 12 12 11 11 11 6 6 6 3 -4 6 6 4 -5 7 6 7 7 5 -6 30 30 30 6 -7 87 87 7 -8 338 87 8 9 ( 338 338 422 I 422 422 9 - 10 244 244 244 10 -11 210 210 11 - 12 273 210 273 273 PM i 12 - 1 347 347 1 -2 298 347 2 3 298 298 284 284 284 3 -4 341 341 4 -5 362 341 5 6 362 362 528 528 528 6 -7 318 i 318 7 -8 209 f I 318 8 209 r 209 9 169 169 9 - 10 120 169 10 - 11 120 12051 51 51 11 - 12 57 F 57 57 TOTALS : 3567 1163 4730 4730 %Avg Day: 129% 59% 100% AM(12am-10am)Peak Volumes One Hour: 422 422 422 P.D.F. : 0.28 0.47 0.47 PH Begins: 8:00am 8:00am 8:OOam Mid(10am-2pm)Peak Vo4dmes One Hour: 347 347 347 P.D.F. : 0.73. 0.57 0.57 PH Begins: 12:00pm 12:00pm 12:00pm PM(2pm-12am)Peak Volumes One Hour: 528 528 528 P.D.F. : 0.48 0.37 PH Begins: 5:00 m 0.37 P 5:OOpm S:OOpm Centurion Weekly 24 Hour Volume Report Printed:O1/08/10 Page 1 Abefin Traffic Services 130 S. Howie Street Helena, IVIT 59601 File Name cottonwoodam Site Code 00000000 Start Date 9/24/2009 Page No 1 Groups Printed-Unshifted-Bank 1 COTTONWOOD HUFFINE COTTONWOOD HUFFINE--- Southbound bound L t , Westbound North Eastbound Thru ThruT r LP+Rig s f6-rt_f,m--e 11 Ri—ghtT Thru Left Peds Right Thru Left Peds -R--i---- Thru > Left Peds lint.Total Right Thru eft, Peds Right 0 07:15 AM 15 17 16 a 4 104 7 0 5 12 15 0 22 169 22 0 408 07:30 AM 28 23 21 0 2 153 8 0 13 15 25 0 31 232 37 0 588 07:45 AM 18 12 0 6 150 12 0 17 12 20 0 33 216 43 0 580 --0 -1576 Total 1 84 -�8 14-9 -�F07 27 0-- -------6-1-7 hi 08:00 AM 28 30 0 3 129 7 10 9 13 0 28 245 2 0 08:15 AM 18 17 0 2 139 9 16 23 23 0 19 181 0 55 1 01 08:30 AM 25 19 0 477 8 0 11 150 13 10 9 14 0 16 179 0 0 495 Grand Total 155 124 0 28 825 56 71 80 110 0 149 1222 4 0 3099 Apprch% 42.6 34.1 23.4 0 3.1 90.8 6.2 27.2 30.7 42.1 0 9.5 78.1 Total% 12.4 0 5 4 2.7 0 0.9 26.6 1.8 0 2.3 2.6 3.5 0 4.8 39.4 6.3 0 1' 110 0 1222 194 0 3099 Unshifted 16-5-- J�-4 0 ---2-8-- --62-5- -69- -6 -- -- ----f4§- %Unshifted 1 100 100 100 0 100 100 100 0 100 100 100 0 100 100 100 0 100 Bank 1 0 --0--- —0 --- ------6 6- -0- 6- —0 ----0 %Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : cottonwoodam Site Code : 00000000 Start Date : 9/24/2009 Page No : 2 COTTONWOOD HUFFINE --COTTONWOOD Southbound Westbound_ _ I Northbound Eastbound _ App TOGI Start Time Right Thru Left Peds ate.r«a Right Thru Left Peds App_T«ai Right Thru ! Left Peds Right Thru left Peds Aoo.T«ai mt.total —.-� �— Peak Hour Analysis From 07:15 AM to 08:30 AM-Peak 1 of 1 - Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 1 28 23 21 72 2 153 25 0 53 i 31 232 37 0 300 588 07:45 AM 1 41 6 150 12 168 17 ; 33 43 08:00 AM j 28 30 7 0 65 3 129 7 0 139 10 9 13 0 321 28 245 42 0 315 551 08:15 AM 18 17 10 0 45 2 139 9 0 150 16_ 23 __ 62 19 181 20_ 0 220 477 Total Volume 1 115 88 50 0 253 13 571 36 0 620 56 59 81 0 1961 111 874 142 0 1127 2196 _%App Total i 45.5 34.8 19.8___�_.._.___. -- 2.1 92.1 5.8 0 _ _ 286 301 41.3 0 9.8 776 12.6 0 PHF1 .701 .733 .595 .000 .878 .542 933 .750 .000 923 .824 .641 .810 .000 790 .841 .892 .826 000-- 894 1 934 Out In Total 4 253 4 7� - --- I 1151 88' 50T-4 Ri ht Thru Left Peds w i i I I Peak Hour Data N !� 2 North ZLLLLc� o~—► ~ 2 Peak Hour Begins at 07:30 AM h— �;c 0 1 Unshifted o l r W, OLm Io L.Bank 1rcr rn � y CD, �oIo o C ol" i I i I i F' Left Thru Ri ht Pecos 59 56 0 _ -2351 19L6� .431j j i Out i In Total Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name cottonwoodpm Site Code 00000000 Start Date 9/23/2009 Page No 1 Groups Printed-Unshifted-Bank I COTTONWOODHUFFINE COTTONWOOD - Northbound ONWOOD COTT i Southbound ----------- Westbound Northbound T----ffu--FF'NE - -! - - - I _h r--- - -- Eastbound Total T hi 11 -T� ---�eft ped� Int. i Start ime Right Thru 1 Left Peds ���hru _Left I P ds Right h ru] Left Peds Right Thru I S 04:15 PM 1 26 10 11 0 9 207 24 0 10 12 12 0 —6 150 --2-1 — 0 - 498 04:30 PM 25 17 5 0 6 206 14 0 9 210 1 7 0 12 177 33 0 541 04:45 PM 17 7 12 0 11 3 0 16 207 15 0 6 16 29 0 11 193 30 0 559 -f-o-tal i 34 y8- -671 6-2-0 5s- b 2-5 -6--- -i9- 52_0 598 05:00 PM 1 29 15 8 01 14 222 18 01 13 39 35 0 18 243 2 01 696 05:15 PM 1 28 24 22 0 13 277 11 0 14 26 20 0 18 173 7 0 663 05:30 PM 33 11 7 0 8 228 23 0 8 13 24 0 14 229 42 0 640 Grand Totalj 158 84 65 0 66 1347 105 0 60 126 137 0 79 1165 Apprch% 51.5 2 5 0 3597 27.4 21.2 0 4.3 88.7 6.9 0 18.6 39 42.4 0 5.5 80.4 11 ' Total% 4.4 4.1 0 2.3 1.8 0 1.8 37.4 2.9 0 1.7 3.5 3.8 0 Z2 32.4 5.7 0 Y4 -66- 34-7 i- 2 o- -6- Tff- 6 --76- 1-165 2-0-5 0 3597 %Unshifted 100 100 100 0 100 0 100 100 100 0 100 100 100 0 100 Bank-1 --6-- ---o - ----d --6 - --0- -6 -------0- --0 0- -0 --0 --0 %Bank 1 i o 0 0 0 0 0 0 0 0 0 0 0 0 '00 too Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name cottonwoodpm Site Code 00000000 Start Date 9/23/2009 Page No : 2 COTTONWOOD _. H(JF rfN L —___-- COTTONWOOD HUFFINE Southbound Westbound Northbound Eastbound Start Time Right Left s I Thru Left Peds Right �mTi-�'' Right Thru Left Peds Ped L� -_ ­ I ­_ -----I­ 11-AM.-Total 1 Right Thru Left I Peds Pea our Analysis From 621:15 PM to 05:30 PM_-Peak-—I of I Am T.w Int.Total! Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM i 17 7 12 0 361 16 207 15 0 238 6 16 29 0 51 11 193 30 0 234 559 05:00 PM 29 15 8 0 52 14 222 18 0 254 13 39 35 0 87 18 243 42 303 1 696 05:15 PM 28 24 22 74 13 277 301 1 14 05:30 PM 33 11 7 0 51 8 228 23 0 259 ­Tota[—Volume 107 6_7 _2I79 - -6 �1_3 _51 934 -67 - 8 13 24 0 45 1 14 229 42 0 285 1 640 6 105� - 44— i-0-8 _0 24-3 T­61- 83-8 -1-51- -6 1050 2558 1 50.2 26.8 23 0 4.8 88.8 6.4 0 1 16.9 38.7 44.4 0 58 798 14.4 0 App.Total-1 PHF .811 .594--- .55f .6-0-0- .72-d fq-7 .84j .728 .000 .874 1 .7-32 6-0 3 _.T7_1 -60--_O_ .69-81 --.86'2 .899 .000 8661 .919 GOTTONWUOD Out In Total [=96 E-213 Ri�k0' _97_ t7f�h_'u It P eld�0; Peak Hour Data oil 6�2 _j North 10 W 0 co�' 2 k Hour 2 J!�! C Begins at 4 4 PM] mr Rn ou if M Pea h ted U s i. F�O I Bank I aloe S an 0 '0 iFi r4 Left Thru Ri ht P ed g't Aj� 0 i 108 4 0 T Liff E29 LAM i Out In Total COTTONWOOD APPENDIX B Traffic Model 1&D Family TIS Existing Conditions 2009 AM 0 4A 5 PM 3 L 3 3 ) 1° 57 3 l 1® 115 3 y r ill Durston 2 y r 104 Durston 3 .t 31 0 -* 41 66 135 2 79 - t 5 73 "� 10 95 26 '1 115 Cottonwood Cottonwood 4 L 9 40 L 17 211 J. ill 1 8 r 33 Babcock 5 114r 17 Babcock 115 t 166 Z 10 Z 31 �. 4 40 L 1 224 1 4- 123 t 21 r 15 Fallon 10 r 13 Fallon sh .� h 1 117 .,) Z 14 t 197 Z (� 18 115 «/ Z. 13 107 51 88 j 1® 571 57 j 4- 934 50 r 36 Huffine 49 r 67 Huffine 142 h 81 151 J h 108 874 14 t 59 838 - t 94 111 'i 56 61 'i 41 1&D Family TIS Norton East Traffic Volumes AM 4A t■ PM f, L 4 r 6 Durston y r' 25 Durston J41 3 J #1 2 It t 1 Z t* 26 3 Z J* 14 Cottonwood Cottonwood 4 /J t■ 17 40 t■ 2 1 4- 3 11 1 4- 12 44 r Babcock 46 Ir Babcock 17 .Z h 10 10 .t h 40 12 04 t 12 6 - t 6 40 Z 10 22 Z /°t• 2 t■ 11 40 �. 40 ) 4- 3 22 1 4- 8 r Fallon 14 1' Fallon 12 15 6 .,T h 60 8 t 10 4 40 61 Z 32 w* 31 4P t■ 16 17 4 t 65 4 1 t- 2 i 4- 66 j' Huff ine 35 j" Huffine 8 J h 31 J h t 1 04 t 4 7 fr Z 1&D Family TIS 1&D Family Site Generated Traffic AM 40 L PM 1� L 5 1 4- 3 1® 16 r 34 Durston y r 19 Durston 141 3 .T 10 It 1 0 j 5 10 '1 1* 10 5 Z 35 49 14 27 50 Cottonwood Cottonwood 25 «/ j. 13 40 t. 25 .1 4- 16 13 1 M 9 40% 82 14 r Babcock 40% 44.8 116r Babcock 24 7 J h 41 83.2 25 1 h 22 5 1 7 17 t 25 12 Z � 42 IN 205 IN 112 OUT 60 OUT 208 25 13 4 L 12 4- 6 42 j 1• 3 60% 123 r Fallon 60% 67.2 14 r Fallon 36 7 92 125 25 .t h 50 2 41 6 N T 22 27 it 94 Z 39 133 135 73 16 4) L 67 54 4 L 36 4 l 4- 14 t H 20 04 r Huffine 68 94r Huffine 53 .t h 29 h -* 't 13 y t 7 Z � Z 1&D Family TIS Existing+Norton+1&D AM 0 4) L 5 PM 3 3 8 j 4- 57 6 j 115 3 r 151 Durston 2 4 r 148 Durston 3 .Z41 37 0 141 78 135 -) T 3 79 t 10 84 'i j* 131 34 '� #4 164 Cottonwood Cottonwood 29 /J 'L 9 30 4) L 17 238 j 1- 19 135 t 4- 21 8 r 33 Babcock 5 r 17 Babcock 24 .: h 51 35 62 17 1 134 23 t 197 52 Z j* 10 64 'j #4 31 27 j. 4 24 t. 1 276 9 187 21 j' 15 Fallon 10 r 13 Fallon 19 107 31 110 10 168 10 t 259 88 14 126 Z 18 162 1P L 96 178 4 L 152 96 j /•1 571 73 j 1- 934 136 t 36 Huffine 152 j' 67 Huffine 203 81 211 108 874 -0 t 73 838 t 105 111 56 61 90 41 APPENDIX C LOS Calculations Two-Way Stop Control Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Cottonwood&Durston enc /Co. belin Traffic Services Jurisdiction Bozeman Date Performed 1011912009 Analysis Year 2009 nal sis Time Period M Peak Hour Pro'ect Description Billion T1S East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West [Study Period hrs : 0,25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 3 135 73 111 57 5 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.76 0.76 0.76 Hourly Flow Rate, HFR veh/h 3 160 86 146 75 6 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 p onfi uration LTR LTR Upstream Signal p p Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 31 2 95 3 3 0 Peak-Hour Factor, PHF 0.82 0.82 0.82 0.38 0.38 0,38 ourly veh/h Flow Rate, HFR 37 2 115 7 7 0 rcent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 lared Approach N N Storage 0 0 T Channelized 0 0 anes 0 1 0 0 1 p fi uration LTR LLTR a ,Queue Length,and Level of Service roach Eastbound Westbound Northbound Southbound Pe P F R L on Del pp Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 3 146 154 14 (m)(veh/h) 1529 1332 646 331 lc 0.00 0.11 0.24 0.04 5%queue length 0.01 0.37 0.93 0.13 Control Delay(s/veh) 7.4 8.0 12.3 16.4 LOS A A B C Approach Delay(s/veh) -- __ 12.3 16.4 Approach LOS -- __ B C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:31 PM file://C:\Documents and Settings\Bob AbelinTocal Settings\Temp\u2k5D8.tmp 1/8/2010 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information KDate st RLA Intersection Cottonwood&Durston /Co. belin Traffic Services Jurisdiction Bozeman Performed 1011912009 nal sis Year 2009 sis Time Period PM Peak Hour Project Description Billion T(S East/West Street: Durston Road North/South Street: Cottonwood Road 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 olume veh/h 1 79 26 104 115 3 Peak-Hour Factor, PHF 0.88 0.88 0.88 0.69 0.69 0.69 Hourly Flow Rate, HFR veh/h 1 89 29 150 166 4 Percent Heavy Vehicles 0 __ __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 p figuration LTR LTR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 66 5 115 2 3 3 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.90 0.90 0.90 ourly veh/h Flow Rate, HFR 77 5 135 2 3 3 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 anes 0 1 0 0 1 0 onfi uration LTR LTR Dela ,Queue Len th,and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 1 150 217 g (m)(veh/h) 1420 1483 617 444 lc 0.00 0.10 0.35 0.02 5%queue length 0.00 0.34 1.58 0.05 ontrol Delay(s/veh) 7.5 7.7 14.0 13.3 LOS A A B B pproach Delay(s/veh) -- -- 14.0 13.3 pproach LOS -_ __ B B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:32 PM file://C:\Documents and Settings\Bob Abelin\Local Settings\Temp\u2k5DC.tmp 1/8/2010 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information KDate st RLA Intersection Babcock&Durston c /Co. belin Traffic Services Jurisdiction Bozeman Performed 1011912009 nal sis Year2009 sis Time Period 1 AM Peak Hour Project Description Billion T/S East/West Street: Babcock Street North/South Street: Cottonwood Road Intersection Orientation: North-South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 115 10 8 221 Peak-Hour Factor, PHF 0.82 0.78 0,78 0.74 0.74 0.38 Hourly Flow Rate, HFR veh/h 0 147 12 10 298 p Percent Heavy Vehicles 0 __ __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 33 g Peak-Hour Factor, PHF 0.84 0.84 0.84 0.48 0.76 0.48 Hourly Flow Rate, HFR p 0 0 veh/h 68 0 18 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade N 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfi uration LR Dela ,Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 10 86 (m)(veh/h) 1433 599 lc 0.01 0.14 51/6 queue length 0.02 0.50 ontrol Delay(s/veh) 7.5 12.0 LOS A B Fpp roach Delay(s/veh) -- _ 12.0 roach LOS -- __ B Copyright©2007 University of Florida,All Rights Reserved HCS+rM Version 5.3 Generated: 1/8/2010 1:30 PM file://C:\Documents and Settings\Bob Abelin\Local Settings\Temp\u2k5D0.tmp 1/8/2010 Two-Way Stop Control Page 1 of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information E st RLA Intersection Babcock&Durston /Co. belin Traffic Services urisdiction ozeman erformed 10/19/2009 nal sis Year 2009 is Time Period PM Peak Hour Pro'ect Description Billion TlS East/West Street: Babcock Street North/South Street: Cottonwood Road Intersection Orientation: North-South Study Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 166 31 5 111 Peak-Hour Factor, PHF 0.82 0.76 0.76 0.81 0.81 0.38 Hourly Flow Rate, HFR veh/h 0 218 40 6 137 0 Percent Heavy Vehicles 0 -- __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfi uration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 17 17 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.77 0.76 0.77 Hourly Flow Rate, HFR 0 0 0 veh/h 22 0 22 Percent HeavyVehicles 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 onfi uration LR Dela ,Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 6 44 (m}(veh/h) 1318 699 /C 0.00 0.06 5%queue length 0.01 0.20 ontrol Delay(s/veh) 7.7 10.5 LOS A B pproach Delay(s/veh) -- -- 10.5 pproach LOS -- __ B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:31 PM file:HC:\Documents and Settines\Bob Abelin\i,ncal Sef inns\Tamn\i0lc5T_)4 tmn 1/Q/I)nt n Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Fallon&Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 1011912009 Analysis Year 2009 Analysis Time Period AM Peak Hour Pro'ect Description Billion TlS East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South IStudy Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 117 14 21 224 Peak-Hour Factor, PHF 1.00 0.86 0.86 0.75 0.75 1.00 Hourly Flow Rate, HFR veh/h 0 136 16 28 298 0 Percent Heavy Vehicles 0 __ __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfi uration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 15 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.79 1,00 0.79 Hourly Flow Rate, HFR 0 0 0 18 0 veh/h 5 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 anes 0 0 0 0 0 0 onfi uration LR Dela Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 28 23 (m)(veh/h) 1441 578 lc 0.02 0.04 5%queue length 0.06 0.12 ontrol Delay(s/veh) 7.5 11.5 Ipproach CIS A B Delay(s/veh) -- __ 11.5 pproach LOS -- __ B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:32 PM file:UC:\Documents and Settings\Bob AbelinTocal Settings\Temp\Olk Fn tmn 1/QI M11) Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Fallon&Durston enc /Co. iAbefin Traffic ServicesJurisdiction Bozeman Date Performed 10/19/2009 Analysis Year 2009 nal sis Time Period JPM Peak Hour Pro'ect Description Billion TIS East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 15 6 L T R L T R olume veh/h 197 18 10 123 Peak-Hour Factor, PHF 1.00 0.75 0.75 0.83 0.83 1.00 Hourly Flow Rate, HFR 0 262 veh/h 24 12 148 0 Percent Heavy Vehicles 0 __ __ 0 - Median T pe Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 13 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.50 1.00 0.50 Hourly Flow Rate, HFR 0 0 veh/h 0 26 0 2 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 p onfi uration LR Dela ,Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 ane Configuration LT LR (veh/h) 12 28 C (m)(veh/h) 1288 580 lc 0.01 0.05 5%queue length 0.03 0.15 Control Delay(s/veh) 7.8 11.5 LOS A B pproach Delay(s/veh) -- __ 11.5 pproach LOS __ __ B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:33 PM file://C:\Documents and Settings\Bob Abelin\Local Settings\Temn\u2k5F.4 tmn f n Short Report Page 1 of 1 SHORT REPORT General Information 1. Site Information Analyst Intersection Huftrne& Cottonwood Agency or Co. Abelin Traffic Services Area Type All other areas Date Performed 1011912009 Jurisdiction Bozeman Time Period AM Peak Hour Analysis Year 2009 Volume and Timin Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane Group L TR L TR L TR L TR Volume(vph) 142 874 111 36 571 13 81 59 56 50 88 115 % Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.79 0.79 TO.79 0.88 0.88 0.88 Pretimed/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 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 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 0 0 0 0 Lane Width 14.0 12.0 14.0 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/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3 2 3 2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 35.0 G= 0.0 G= 0.0 G= 15.0 G= G= G= Y= 4 Y= 6 Y= 0 Y= 0 Y= 4 Y= Y= Y= Duration of Analysis hrs =0.25 C cle Len th C= 74.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 160 1107 39 635 103 146 57 231 Lane Group Capacity 622 1682 418 1706 163 357 235 352 v/c Ratio 0.26 0.66 0.09 0.37 0.63 0.41 0.24 0.66 Green Ratio 0.69 0.47 0.69 0.47 0.20 0.20 0.20 0.20 Uniform Delay d1 4.6 14.9 6.2 12.5 27.0 25.6 24.7 27.1 Delay Factor k 11 0.23 0.11 0.11 0.21 0.11 0.11 0.23 Incremental Delay d2 0.2 1.0 0.1 0.1 7.7 0.8 0.5 4.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 4.8 115,9 6.3 12.6 34.7 26.4 25.3 31.5 Lane Group LOS A B A B C C C C Approach Delay 14.5 12.2 29.8 30.3 Approach LOS B B C C Intersection Delay 17.3 Intersection LOS B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:26 PM file:HC:\Documents and Settings\Bob Abelin\Local Settings\Temp\s2k58F_tmn 1/R/I)m n Short Report Page I of 1 SHORT REPORT General Information Site Information Analyst Intersection Huffine&Cottonwood Agency or Co. Abelin Traffic Services Area Type All other areas Date Performed 1011912009 Jurisdiction Bozeman Time Period PM Peak Hour Analysis Year 2009 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH JR Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 Lane Group L TR L TR L TR L TR Volume(vph) 151 838 61 67 934 51 108 94 41 49 57%Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.70 0.70 10.70 0.72 0.72 0.72 Pretimed/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 2.0 2.0 Extension of Effective Green 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 1 3 1 3 3 3 3 3 Unit Extension 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 1 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 14.0 12.0 14.0 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/Hour Bus Stops/Hour 0 0 1 0 0 1 0 0 0 0 Minimum Pedestrian Time 3.2 13.2 1 3.2 3,2 Phasin Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 10.0 G= 30.0 G= 0.0 G= 0.0 G= 20.0 G= G JG= Y= 4 1Y= 6 Y= 0 Y= 0 Y= 4 Y= Y= Y= Duration of Analysis hrs =0.25 Cycle Length C= 74.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 174 1033 77 1133 154 193 68T28 Lane Group Capacity 369 1452 389 1455 256 490 286 463 v/c Ratio 0.47 J0.27 0.20 0.78 0.60 0.39 0.24 0.49 Green Ratio 0.62 0.62 0.41 0.27 0.27 0.27 0.27 Uniform Delay d1 110.4 8.3 19.1 23.5 22.1 21.1 22.7 Delay Factor k 0.11 0.11 0.33 0.19 0.11 0.11 0.11 Incremental Delay d21.0 0.3 2.8 3.9 0.5 0.4 0.8 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 11.4 20.0 8.6 21.9 27.5 22.6 21.5 23.6 Lane Group LOS B C A C C C C C Approach Delay 18.8 21.0 24.7 23.1 Approach LOS B C C C Intersection Deley 20.8 Intersection LOS C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:27 PM file:HCADocuments and Settings\Rnh AhPlin\T.ncnl a7 f-- i/oi�nin Two-Way Stop Control Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Nate t RLA Intersection Cottonwood&Durston /Co. belin Traffic Services Jurisdiction ozeman erformed 1011912009 Analysis Year With Development is Time Period AM Peak Hour Project Description Billion TIS East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West IStudy Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 3 135 84 151 57 5 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.76 0.76 0.76 Hourly Flow Rate, HFR 3 160 100 198 75 6 veh/h Percent HeavyVehicles 0 __ __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfi uration LTR LTR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 37 3 131 3 8 0 Peak-Hour Factor, PHF 0.82 0.82 0.82 0.38 0.38 0.38 Hourly Flow Rate, HFR 45 3 159 7 21 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 figuration LTR LTR Della ,Queue Length,and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 ane Configuration LTR LTR LTR LTR (veh/h) 3 198 207 28 C(m)(veh/h) 1529 1316 588 P72 l c 0.00 0.15 0.35 0.10 5%queue length 0.01 0.53 1.58 0.34 ontrol Delay(s/veh) 7.4 8.2 14.4 19.7 LOS A A B C pproach Delay(s/veh) -- -- 14.4 19.7 pproach LOS -- __ B C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:41 PM file://C:\Documents and Settings\Bob Abelin\Local Settings\Tema\0k-5FC tmn I/Q/7n1 n Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Cottonwood&Durston enc /Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 1011912009 Analysis Year With Development nal sis Time Period PM Peak Hour Pro'ect Description Billion T/S East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Adjustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 1 79 34 148 115 3 Peak-Hour Factor, PHF 0.88 0.88 0.88 0.69 0.69 0.69 Hourly Flow Rate, HFR 1 89 38 214 166 4 veh/h Percent Heavy Vehicles 0 -- __ 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfi uration LTR LTR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 78 10 164 2 6 3 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.90 0.90 0.90 Hourly Flow Rate, HFR 91 11 192 2 6 3 veh/h Percent Heavy Vehicles 0 1 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 0 1 0 onfi uration LTR LTR Dela ,Queue Length,and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 1 214 294 11 (m)(veh/h) 1420 1472 545 330 /C 0.00 0.15 0.54 0.03 5%queue length 0.00 0.51 3.19 ff16.3 ontrol Delay(s/veh) 7.5 7.9 19.1 LOS A A C pproach Delay(s/veh) -- -- 19.1 16.3 pproach LOS -- -- C C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:41 PM file:UC:\Documents and Settines\Boh Ahelin\Tonal Rettinas\TPm„\„?L-600 tmn Two-Way Stop Control Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Babcock&Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 1011912009 Analysis Year With Deve/o ment Analysis Time Period AM Peak Hour Pro'ect Description Billion TtS East/West Street: Babcock Street North/South Street: Cottonwood Road Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Adjustments a"or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 51 134 10 8 238 29 Peak-Hour Factor, PHF 0.78 0.78 0.78 0.74 0.74 0.74 Hourly Flow Rate, HFR veh/h 65 171 12 10 321 39 Percent HeavyVehicles 0 -- -_ 0 __ Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfi uration L TR L TR U stream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 24 17 52 33 19 9 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.76 0.76 0.76 Hourly Flow Rate, HFR 28 veh/h 20 61 43 25 11 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 figuration LTR LTR Dela ,Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 65 10 79 109 (m)(veh/h) 1210 1404 343 477 lC 0.05 0.01 0.23 1 0.23 5%queue length 0.17 0.02 0.87 0.87 Control Delay(s/veh) 8.1 7.6 18.6 14.8 LCIS A A C 8 pproach Delay(s/veh) -- -- 18.6 14.8 pproach LOS -- — C 8 Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/6/2010 1:37 PM file://C:\Documents and Settings\Bob Abelin\T,nral Settinn-,\TFmn\„?1r5RR rmn 1/R/InIn Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nNPerformed RLA Intersection Babcock&Durston o. belin Traffic Services Jurisdiction Bozeman Da 1011912009 Analysis Year With Develo ment nme Period PM Peak Hour P ro' Description Billion TIS est Street: Babcock Street North/South Street: Cottonwood Road ction Orientation: North-South Stud Period hrs : 0.25 le Volumes and Adjustments Street NorthboundSouthbound ent 1 2 3 4 5 6 L T R L T R veh/h 62 197 31 5 131 30 our Factor, PHF 0.76 0.76 0.76 0.81 0.81 0.81 Hourly Flow Rate, HFR 81 259 40 6 161 37 veh/h Percent Heavy Vehicles 0 -- __ 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 0 1 1 0 figuration L TR L TR U stream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 35 23 64 17 21 17 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.77 0.77 0.77 Hourly Flow Rate, HFR 41 27 76 22 27 22 vehlh Percent Heavy Vehicles 0 0 0 0 -7-1- Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 figuration LTR LTR Dela ,Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 81 6 71 144 (m)(veh/h) 1387 1274 403 505 /e 0.06 0.00 0.18 0.29 5%queue length 0.19 0.01 0.63 1.17 ontrol Delay(s/veh) 7.8 7.8 15.8 14.9 LOS A A C B pproach Delay(s/veh) -- -- 15.8 14.9 pproach LOS -- -- C B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:40 PM file:HC:\Documents and Settines\Bob Abelin\T,ocal S,PttiT10C\TP.mn\10k5FR tmn Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information K t RLA Intersection Fallon&Durston /Co. belin Traffic Services Jurisdiction Bozeman erformed 1011912009 nal sis Year With Develo ment is Time Period M Peak Hour Project Description Billion TIS East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Adjustments a'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 107 168 14 21 276 27 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.79 0.79 0.79 Hourly Flow Rate, HFR 124 195 16 26 349 34 veh/h Percent Heavy Vehicles 0 __ 0 1 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 onfi uration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 19 10 88 15 9 4 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 Hourly Flow Rate, HFR veh/h 24 12 111 18 11 5 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 onfi uration LTR LTR Dela , Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 124 26 34 147 C(m)(veh/h) 1187 1372 229 472 lC 0.10 0.02 0.15 0.31 5%queue length 0.35 0.06 0.51 1.31 ontrol Delay(s/veh) 8.4 7.7 23.4 16.0 LOS A A C C kpp proach Delay(s/veh) -- __ 23 416.0 proach LOS -- __ C C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/6/2010 1:42 PM file:HC:\Documents and Settings\Bob Abelin\Local S,PttinnC\TPmn\„,)k6n4 tmn Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Fallon&Durston Agency/Co. Abefin Tragic Services Jurisdiction Bozeman Date Performed 1011912009 Analysis Year With Development Analysis Time Period PM Peak Hour Project Description Billion TIS raest Street: Fallon Street North/South Street: Cottonwood Road ction Orientation: North-South Stud Period hrs : 0.25 le Volumes and Adjustments Street Northbound Southbound ent 1 2 3 4 5 6 L T R L T R veh/h 110 259 18 10 187 24 our Factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 Hourly Flow Rate, HFR veh/h 130 308 21 11 222 28 Percent Heavy Vehicles 0 1 - __ 0 __ Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L 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 31 10 126 13 11 1 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR veh/h 40 12 163 16 14 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 [Delay, T Channelized 0 0 anes 0 1 0 0 1 0 ont uration LTR LTR Queue Length,and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR (veh/h) 130 11 31 215 (m)(veh/h) 1321 1242 217 530 /c 0.10 0.01 0.14 0.41 5%queue length 0.33 0.03 0.49 1.95 ontrol Delay(s/veh) 8.0 7.9 24.3 16.4 1OS L A A C C pproach Delay(s/veh) -- -- 24.3 16.4 pproach LOS -- -- C C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:42 PM file://C:\Documents and Settings\Roh Ahelin\T,ocal tmn 1 1 n Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Huffine& Cottonwood Agency or Co. Abelin Traffic Services Area Type All other areas Date Performed 1011912009 Jurisdiction Bozeman Time Period AM Peak Hour Analysis Year With Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane Group L TR L TR L TR L TR Volume(vph) 203 874 111 36 571 96 81 73 56 136 96 162 % Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.89 0.89 0.89 0.92 0.92 0.92 0.79 0.79 0.79 0.88 0.88 0.88 Pretimed/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 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 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 0 0 0 0 Lane Width 14.0 12.0 14.0 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/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 ffPhasinExcl. left EW Perm 03 04 NS Perm 06 07 08 G= 10.0 G= 35.0 G= 0.0 G= 0.0 G= 20.0 G= G= G= Y= 4 Y= 6 Y= 0 1Y= 0 IY= 4 Y IV= Y= Duration of Analysis hrs =0.25 Cycle Length C= 79.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 228 1107 39 725 103 163 155 293 Lane Group Capacity 526 1575 376 1568 175 450 285 436 v/c Ratio 0.43 0.70 0.10 0.46 0.59 0.36 0.54 0.67 Green Ratio 0.65 0.44 0.65 0.44 0.25 0.25 0.25 0.25 Uniform Delay d1 6.9 17.8 8.1 15.4 25.9 24.3 25.5 26.5 Delay Factor k 0.11 0.27 0.11 0.11 0.18 0.11 0.14 0.24 Incremental Delay d2 0.6 1.4 0.1 0.2 5.1 0.5 2.1 4.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 7.5 19.2 8.2 15.6 31.0 24.8 27.7 30.6 Lane Group LOS A 8 A B C C C C Approach Delay 17.2 15.2 27.2 29.6 Approach LOS B B C C Intersection Delay 19.6 Intersection LOS B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:28 PM file:HCADocuments and Settines\Bob Abelin\Loral Settinvc\TPmn\c71k5RQ fmn 1/o/1n1 n Short Report Page I of I SHORT REPORT General Information 7Analysis on Analyst RLA Huffine& Cottonwood Agency or Co. Abelin Traffic Services All other areas Date Performed 1011912009 Bozeman Time Period PM Peak Hour With Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane Group L TR L TR L TR L TR Volume(vph) 211 838 61 67 934 152 108 105 41 152 73 178 % Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.70 0.70 10.70 0.72 10.72 0.72 Pretimed/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 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 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 0 0 0 0 Lane Width 14.0 12.0 14.0 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/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasin Excl. Left EW Perm 03 04 NS Perm 06 07 1 08 Timing G= 8.0 G= 30.0 G= 0.0 G= 0.0 G= 25.0 G= G= G= IY= 4 Y= 6 Y= 0 ly= 0 Y= 4 Y= 1Y= ly= Duration of Analysis hrs = 0.25 Cycle Length C= 77.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 243 1033 77 1249 154 209 211 348 Lane Group Capacity 305 1395 315 1380 225 591 343 551 v/c Ratio 0.80 0.74 0.24 0.91 0.68 0.35 0.62 0.63 Green Ratio 0.57 0.39 0.57 10.39 0.32 0.32 0.32 0.32 Uniform Delay d1 15.9 20.2 10.5 22.2 22.6 19.8 21.9 22.1 Delay Factor k 0.34 0.30 0.11 0.43 0.25 0.11 0.20 0.21 Incremental Delay d2 13.7 2.2 0.4 8.8 8.3 0.4 3.3 2.3 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11700 Control Delay 29.6 22.3 10.9 30.9 30.9 20.2 25.2 124.4 Lane Group LOS C C B C C C C C Approach Delay 23.7 29.8 24.7 24.7 Approach LOS C C C C Intersection Delay 26.3 Intersection LOS C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 1/8/2010 1:29 PM file://C',:\nncnime,ntq anti CP.ltinvc\Rnh Ahalin\T nral CaltincTc\Tamr.\o71rS(`T2 +,,,,, 1/Q/,)n1 n