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HomeMy WebLinkAbout14 - Traffic Impact Study - Norton East Ranch Ph III traffic. Traffic Impact Study secs Norton East Ranch Phase III Residential Development Bozeman, Montana Prepared For: Tony Spencer 63020 NE Lower Meadow Rd, Ste. A Bend, OR 97702 June, 2014 130 Sooth Home Street Fieiena, Montana 59601 406-459.1443 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman, Montana Table of Contents A. Executive Summary.............................................................................. 9 B. Project Description........................................................................................ I C. Existing Conditions........................................................................................ I AdjacentRoadways ..............................................................................2 TrafficCounts........................................................................................3 Additional Developments.......................................................................3 Planned Road Improvements................................................................4 Levelof Service.....................................................................................4 D. Proposed Development..............................................................................5 E. Trip Generation and Assignment............... 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 Norton East Ranch Phase 111 Development...........................6 Figure 3— Trip Distribution................................................................................. ....8 List of Tables Table 1 — 2014 Level of Service Summary..............................................................5 Table 2— Trip Generation Rates............................................................................. 7 Table 3—Additional Development Trip Generation......................................... .......7 Table 4— Level of Service Summary With Development.......... .... ..... ................9 i Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Norton East Ranch Subdivision Phase III Residential Development Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Norton East Ranch Subdivision Phase III is a 27 acre residential development located west of Laurel Parkway between Babcock Street and Fallon Street. The project would include up to 106 new residential units. As proposed, the Norton East Ranch Phase III will not create any roadway capacity problems along Cottonwood Road. The planned road improvements in this area by the City of Bozeman will provide sufficient capacity to serve the currently platted developments in this area. No additional roadway improvements will be necessary to serve Phase III of the Norton East Ranch project. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from a proposed residential development located west of Cottonwood Road between Huffine Lane and Durson Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The site is located west of Laurel Parkway between Fallon Street and West Babcock Street. The project would be developed to include up to 106 new residential units. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within %2 mile of the proposed development, which includes the intersections of Cottonwood Road with Durston Road, Babcock Street, Fallon Road, and Huffine Lane. Phase III of the Norton East Ranch project follows Phases 1, 2, and 2A which have collectively platted 164 single and multi-family units in this area. Currently 47 of these units are occupied with many other units under construction. C. EXISTING CONDITIONS The proposed development property currently consists of a 27-acre parcel of undeveloped land located west of Laurel Parkway between Babcock Street and Fallon Street. The site is located west of the existing Norton Ranch Subdivision and the R&D Family Subdivision. The topography in this area is flat. See Figure l for a location map of the proposed development. Abelin Traffic Services 1 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman, Montana Figure I- Proposed Development Site Proposed Development Site 31140'du 1*0hae Ln 14011114,'n FUq skv AV Adjacent Roadways Cottonwood Road is a north/south principal arterial street. North of Huffine Lane the road has experienced a significant amount of new development over the past ten years including the JC Billion car dealership and a variety of offices, apartment, and residential homes. Cottonwood Road has been reconstructed to several different cross sections. North of Huffine Lane the road has a three-lane cross-section, between Fallon Street and West Babcock Street the road has a five lane cross section, and north of West Babcock Street the road has a two-lane cross section. The intersection of Cottonwood Road and Huffine Lane is currently signalized. Traffic data collected in June 2014 by ATS indicates that Cottonwood Road currently carries 5,600 VPD north of Huffine Lane. 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 is 55 mph. Traffic counts collected by MDT in 2012 indicate that the roadway carries an Average Daily Traffic (ADT)volume of 22,000 vehicles per day near Cottonwood Road. Abelin Traffic Services 2 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Fallon Street is a two-way, paved east/west local road that provides access to existing developments north of Huffine Lane. The road has a paved width of 32 feet and has a posted speed limit of 25 MPH. Traffic data collected in June 2014 by ATS indicates that Fallon Street currently carries 1,100 VPD west of Cottonwood Road. West Babcock Street is an east-west, two-way, two-lane collector which extends west of Main Street. West of Cottonwood Road the street has a paved width of 44 feet with a center two-way left-turn lane and bike lanes. The posted speed limit is 30 MPH. Traffic data collected in June 2014 by ATS indicates that West Babcock Street currently carries 800 VPD west of Cottonwood Road. Durston Road is a two-way east/west minor arterial route that provides access to the residential areas to the west of Bozeman. In recent year much of the road has been reconstructed to accommodate development in this area. Currently the road has a three-lane cross-section with a paved width of 46-feet east of Cottonwood Road and two-lanes paved at 31 feet west of Cottonwood Road. Durston Road also has designated bike lanes. The roadway has a posted speed limit of 35 MPH. and currently carries 6,400 Vehicles Per Day (VPD). Traffic Counts In July 2013 and June 2014 Abelin Traffic Services (ATS) collected turning movement count data at intersections along Cottonwood Road as requested by the City of Bozeman. These counts included the intersections of Cottonwood Road with Durston Road, Babcock Street, Fallon Street, and Huffine Lane. ATS also collected 24-hour ADT data on Cottonwood Road, Babcock Street, and Fallon Street. The raw traffic data is included in Appendix A of this report. Additional Developments Phases 1, 2, and 2a of the Norton East Ranch project are currently under construction. These phases include 87 single family residential units and 77 apartment units of which 47 are currently occupied and others are under construction. The J&D Family Development is currently under construction just east of the Norton East Ranch site. Many of the commercial lots within this development have already been constructed, including the JC Billion Auto Center and supporting services. Several of the commercial lots in the northern portion of this development have not yet been developed along with 40 multi-family residential units proposed with this project. Another project which will affect the traffic volume along Cottonwood Road is the Westbrook development located north of Durston Road between Laurel Parkway and Abelin Traffic Services 3 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Rosa Way. The development will ultimately include up to 105 new residential units. In order to account for the future traffic from these additional projects, ATS added the unoccupied residential units from the J&D family development (40 units), the Norton Development (164 units), and Westbrook development (105 units)to the traffic modeling for this traffic impact study. For the purposes of this analysis, the un-built commercial lots in the J&D family project were not evaluated due to the fact that it is not know when these lots will develop or what kind of commercial land uses will exist. Disregarding these commercial lots also helps offset the existing construction traffic going to the Norton Ranch development which accounts for much of the existing traffic to and from the Norton Ranch development area and will not continue after construction is completed. Planned Road Improvements The City of Bozeman is currently planning improvement projects along Cottonwood Road. These plans include upgrading Cottonwood Road to a five-lane arterial section from south of Huffine Lane to Fallon Street. There are also plans to install four-way STOP controls at the intersection of Cottonwood Road and Durston Road. These planned improvements were included in the traffic analysis for the Norton Ranch project. 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 1 shows the existing 2014 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 most of the existing intersections along Cottonwood Road are currently operating within acceptable limits. However, the intersection of Cottonwood Road and Durston Road is currently experiencing excessive evening peak-hour delay. The City of Bozeman has plans to convert this intersection to four-way STOP traffic control. When the intersection is converted to a four-way STOP it will function at LOS C with 15.2 seconds of delay in the PM peak-hour under current 2014 traffic conditions. Abelin Traffic Services 4 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Table 1 — 2014 Level of Service Summer AM Peak Hour PM Peak Hour Intersection Delay Sec. LOS Delay Sec. LOS Cottonwood Road & 11.8/14.6 B/B 25.5/28.2 D/D Durston Road* Cottonwood Road & 13.2/14.4 B/B 11.3/14.0 B/B Babcock Street* Cottonwood Road & 12.7/10.6 B/B 13.0/10.8 B/B Fallon Street* _ Cottonwood Road & 16.6 B 13.2 B Huffine Lane "`Northbound/SOLrthb011rid or Westbound/Eastbound Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 27 acres of land located west of Laurel Parkway which would be developed into a residential subdivision. Phases 1, 2, and 2A of the Norton East Ranch Subdivision are currently approved and are in varying levels of construction and occupancy. Phase 3 of this project would include 106 single-family residential units. The development would have designated parks and sidewalks throughout the properties. Access to the development sites would be provided through a variety of new connections onto West Babcock Street to the North and Mayfly Street to Fallon Street to the south. The Norton East Ranch Subdivision Phase 3 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, 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. According to the ITE trip generation rates, at full build-out the developments would produce 80 AM peak hour trips, 107 PM peak hour trips, and 1,014 daily trips. See Table 2 for detailed trip generation information. Abelin Traffic Services 5 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Figure 3 - Proposed Norton East Ranch Phase III Development qE led to = i _ �1�16 � _ V 13 HiSL T Tj Abelin Traffic Services 6 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Table 2 - Tri Generation Rates AM Peak Total AM PM Peak Total PM Hour Trip Peak Hour Trip Peak Weekday 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 106 0.75 80 1.01 107 9.57 1,014 The other projects which were accounted for in the traffic modeling include the unoccupied units in Norton Ranch phases 1, 2, and 2A, the J&D Family development residential units, and Westbrook development. The trip generation from these projects is shown in Table 3. This data was obtained from the traffic impact studies prepared for each of these projects. Table 3- Additional Development Trip Generation Total AM Total PM Peak Hour Peak Hour Total Weekday Land Use Units Trip Ends Trip Ends Trip Ends Norton Phases 1 thru 2A* 164 104 136 833 J&D Family Residential 40 18 21 234 Westbrook 105 69 90 882 TOTAL 309 191 247 1,949 *271 Total Units Minus 47 Occupied Units 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. 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 intersection LOS with the Norton East Ranch Phase III is shown in Table 4. The future traffic modeling includes the projected traffic volumes from the phases I thru 2A of the Norton Ranch Project, the undeveloped lots from the J&D Family development, and the Westbrook project. The modeling also includes all planned road improvements along Cottonwood Road by the City of Bozeman. These calculations are included in Appendix B of this report. Abelin Traffic Services 7 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Studt/ Bozeman,Montana Figure 3—Trip Distribution 3% 8% 18% Durston Road v 9% Proposed o Babcock Street Development ° Site c O r-. O U �—— f- 9% Fallon Street 20% 4 13% Huffine Lane 20% Table 4 indicates that the construction of Phase 3 of the Norton East Ranch Subdivision and the other planned subdivisions in this area will not cause any roadway capacity problems along Cottonwood Road. The intersection of Cottonwood Road and Durston Road is currently operating at a poor LOS, but the planned modification to a four-way STOP control will provide sufficient additional capacity for the proposed developments in this area. No additional roadway improvements are recommended at this time. Abelin Traffic Services 8 June 2014 Norton East Ranch Subdivision Phase III Traffic Impact Study Bozeman,Montana Table 4 -Future Level of Service Summary AM Peak Hour PM Peak Hour Intersection DelaySec. LOS Dela Sec. L®S Cottonwood Road & 12.1 B 22.1 C Durston Road _ Cottonwood Road & 14.2115.3 B/C 12.5/15.8 B/C Babcock Street* Cottonwood Road & 13.9/12.4 B/B 17.0/12.5 C/B Fallon Street* Cottonwood Road & 16.6 B 13.2 B Huffine Lane *North bound/Southbound or Westbound/Eastbound Side Street LOS and Delay H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Norton East Ranch Phase III will not create any roadway capacity problems along Cottonwood Road. The planned road improvements in this area by the City of Bozeman will provide sufficient capacity to serve the currently platted developments in this area. No additional roadway improvements will be necessary to serve Phase III of the Norton East Ranch project. Abelin Traffic Services 9 June 2014 APPENDIX A Traffic Data Abelin Traffic Services File Name : huffinetme 30 S. Howie Street Site Code : 00000000 Jena, MT 59601 Start Date : 6/10/2014 Page No : 1 Group§Printed-Class I COTTONWOOD HUFFINE COTTONWOOD HUFFINE Soutbbound Westbound Northbound Eastbound Start Time Right I hru I Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 1nt.Total 07:00 AM 4 5 8 0 6 96 7 0 6 6 12 0 2 68 4 0 224 07:15 AM 7 5 15 0 8 113 22 0 6 8 10 0 0 84 3 0 281 07:30 AM 23 27 12 5 6 264 33 0 18 19 17 0 10 146 11 0 591 07:45 AM 1 26 28 10 0 16 389 29 0 15 29 28 0 21 243 10 0 844 Total 1 60 65 45 5 36 862 91 0 45 62 67 0 33 541 28 0 1940 08:00 AM 31 34 17 0 13 300 23 0 14 26 17 0 17 174 16 0 682 08:15 AM 23 44 14 0 12 272 38 0 8 21 18 0 8 194 15 0 667 08:30 AM 14 17 11 0 11 195 19 0 20 23 17 0 11 142 it 0 491 08:45 AM 9 5 9 0 8 191 28 0 1321 14 0 17 143 l2 0 480 Total 77 110 51 0 44 958 108 0 55 91 66 0 53 653 54 0 2320 ***BREAK*** 04:00 PM it 17 14 0 8 206 10 0 10 28 19 0 11 158 22 0 514 04:15 PM 21 20 21 0 19 219 23 1 11 25 20 0 9 190 42 1 622 04:30 PM 23 19 17 0 17 236 13 0 10 23 18 1 10 222 35 2 646 04.45 PM 13 28 29 0 10 217 21 0 17 27 22 0 17 218 38 1 659 Total 68 84 81 0 54 878 67 1 48 103 79 1 47 788 137 4 2440 05:00 PM 14 18 26 0 25 272 19 0 21 23 27 0 11 240 44 0 140 05:15 PM 16 20 25 0 16 329 35 0 11 27 12 0 11 264 45 0 811 05:30 PM 30 27 28 0 23 259 15 0 8 26 19 0 9 215 38 0 697 05:45 PM 15 27 25 3 21 188 19 2 is 24 11 0 9 214 20 1 594 Total 75 92 104 3 85 1048 88 2 55 l00 69 0 40 933 147 1 2842 Grand Total I 280 351 281 8 219 3746 354 3 203 356 281 1 173 2915 366 5 I 9542 Appreh% 30.4 38.2 30.5 0.9 5.1 86.7 8.2 0.1 24.1 42.3 33.4 O.I 5 84.3 10.6 0.1 Total% 2.9 3.7 2.9 0.1 2.3 39.3 3.7 0 2.1 3,7 2.9 0 L8 30.5 3.8 0.1 Abelin Traffic Services File Name : FallCottonAM ZO S. Howie Street Site Code : 00000000 Mena, MT 59601 Start Date : 6/5/2014 Page No - 1 Groups Printed-Unshiftcd-Bank I-Bank 2 COTTONWOOD FALLON COTTONWOOD FALLON Southbound Westbotmd Northbound Eastbound Start Time Right Thru Left Peds Right Thru I Left Peds Right I Thru I Left Peds Right Thru I Left Peds Int.Total 07:30 AM 2 59 4 0 2 0 4 0 22 17 3 0 5 0 2 0 120 0 ' S AM 3 84 8 0 3 4 2 0 14 29 5 0 8 0 0 0 16 Total 5 143 12 0 5 4 6 0 36 46 8 0 13 0 2 0 280 08:00 AM 7 49 4 0 2 1 2 0 16 22 3 0 2 2 0 0 Ito 08:15 AM 1 41 6 0 4 1 4 0 4 36 10 0 6 1 3 0 117 08:30 AM 0 45 3 0 1 2 3 0 6 18 3 0 10 1 1 0 93 Grand Total 13 278 25 0 12 8 15 0 62 122 24 0 31 4 6 0 600 Appreh% 4.1 88 7-9 0 34,3 22.9 42.9 0 298 58.7 11.5 0 75.6 9.8 14.6 0 Total% 2.2 46.3 4.2 2 13 2. 0 10.3 20.3 4 0 5.2 02 _ 1 0 _ Unshifted 13 278 24 0 12 8 15 0 62 120 24 0 31 4 6 0 �597 %Unshifted 100 100 96 0 too too 100 0 100 98.4 100 0 100 100 10o 0 99.5 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 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 4 0 0 0 0 0 0 1.6 0 0 0 0 0 0 0.5 Abelin Traffic Services File Name : FallCottonPM 10 S. Howie Street Site Code : 00000000 -plena, MT 59601 Start Date : 6/4/2014 Page No : 1 Groups Printed-Unshifted-Bank 1 -Bank 2 _ COTTONWOOD FALLON COTTONWOOD FALLON Southbound Westbound Northbound _ Eastbound Start Time Right Thru I Left I Peds Right Thru Left Peds Right Thru Left I Peds Right FThru I Left Peds Int.Total 04:30 PM 1 45 1 0 2 1 4 0 10 41 8 0 8 0 1 0 122 04:45 PM _ 1 33 6 0 4 1_ 3 0 6 36 8 0 8 1 7 0 114 Total 2 78 7 0 6 2 7 0 16 77 16 0 16 1 8 0 236 05:00 PM 2 33 0 0 1 0 5 0 12 68 8 0 12 3 3 0 147 05:15 PM 0 53 3 0 5 2 5 0 6 49 5 0 11 2 3 0 144 05:30 PM 0 35 6 0 3 0 3 0 8 59 1 0 12 0 1 0 128 05:45 M 2 44 0 8 1 2 0 7 35 2 0 8 :3 1 0 18 Total 4 165 14 0 17 3 15 0 33 211 16 0 43 8 8 0 537 Grand Total 6 243 21 0 23 5 22 0 49 288 32 0 59 9 16 0 773 Apprch% 2.2 90 7.8 0 46 10 44 0 13.3 78 8.7 0 70.2 10.7 19 0 Total°k 0.8 31.4 2.7 p 3 Q.6 2.8 0 0.3 37.3 4.1 0 7.6 1.2 2.1 0 Unshifted 6 242 21 0 23 5 22 0 49 288 32 0 59 9 16 0 772 96 Unshifted 100 99.6 100 0 100 100 100 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 01 0 0 0 0 0 0 0 0 0 Bank 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 %Bank 2 0 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Abelin Traffic Services File Name : BaxCottonAM 30 S. Howie Street Site Code : 00000000 :lens, MT 59601 Start Date . 6/5/2014 Page No - 1 Gr u s Printed-Unshifled-Bank I-Bank 2 COTTON BABCOCK COTTON BABCOCK Southbound Westbound Northbound Eastbound St3ItTime Right Thru Left Peds Right Thru I Left Peds Right I Thru Left Peds Right I Thru Left Peds Int Total 07:30 AM 2 46 3 1 3 4 16 0 5 21 2 1 2 l 2 0 109 07:45 AM 5 81 8 0 2 2 13 0 2 32 7 0 1 3 4 0 10 Total 7 127 11 1 5 6 29 0 7 53 9 1 3 4 6 0 269 08:00 AM 4 48 6 0 4 0 11 0 5 24 2 0 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 Apprch% 5.2 88 6.5 0.3 21.2 10 68.8 0 14.4 77.3 T7 0.6 16.7 25 58.3 0 Total% 2.6 44A 3.3 0.2 3 1.4 9.5 0 4.5 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 %Unshifled 100 100 94.7 100 100 100 100 0 100 98.6 l00 100 100 100 100 0 99.5 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bank l 0 0 0 0 0 0 0 0 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 : BaxCottonPM 30 S. Howie Street Site Code : 00000000 Jena, MT 59601 Start Date : 6/4/2014 Page No : 1 Groups Printed-Unsh' ed-Bank 1 -Bank 2 COTTONWOOD BABCOCK COTTONWOOD BABCOCK Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Leif Peds Int.Total 04:30 PM 7 40 5 0 3 2 6 0 12 44 0 0 1 0 4 0 124 04'45 t'M 5 34 2 0 2 2 5 _ 0 9 47 4 _ 0 1 2 6 0 119 Total 12 74 7 0 5 4 11 0 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 12 0 158 05:45 PM_ 0 40 6 0 7 1 9 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 _ja 1.8 4.9 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 10Q 100 100 0 9 .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 01 0 0 0 D 0 0 0 0 0 0 0 0 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 Abelin Traffic Services File Name : durstandcottonwood .10 S. Howie Street Site Code : 00000000 Jena, MT 59601 Start Date : 7/23/2013 Page No : 1 Groups Printed-Unsh_iftcd COTTONWOOD DURSTON COTTONWOOD DURSTON Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left Peds Right Thru I Left Peds Right I Thru I Left Peds Right I Thru I Left Peds Int.Total 07:30 AM 4 3 6 0 0 28 14 0 13 1 9 0 11 49 1 1 140 07:45 AM 2 0 3 0 1 26 26 0 14 1 1 0 30 81 0 0 i:BS Total 6 3 9 0 1 54 40 0 27 2 10 0 41 130 1 1 325 08:00 AM 1 2 4 0 0 28 22 0 18 0 3 0 15 48 l 0 142 08:15 AM 0 1 3 0 2 32 19 0 23 2 7 0 14 44 0 0 147 08:30 AM 1 3 1 0 0 29 17 0 12 1 2 0 7 49 0 0 122 08:45 AM 0 1 3 0 2 38 1 19 0 3 0 16 46 2 0 148 Total 2 7 11 0 4 127 76 0 72 3 15 0 52 187 3 0 559 ***BREAK*** 04:15 PM 1 1 1 0 2 64 15 0 28 2 1 t 0 15 37 0 0 171 04:30 PM 2 1 3 0 1 54 12 0 29 6 10 0 10 59 1 0 188 04:45 PM 0 2 2 0 2 51 19' 0 37 2 10 0 6 56 0 0 187 Total 3 4 6 0 5 169 46 0 94 10 31 0 31 152 l 0 552 05:00 PM 0 2 3 0 2 76 27 0 34 4 15 0 19 59 2 0 243 05:15 PM 0 0 1 0 9 98 32 0 31 3 20 0 8 38 2 0 242 05:30 PM 0 0 6 0 6 78 32 0 43 5 23 0 13 52 0 0 258 Grand Total 11 16 36 0 27 602 253 0 301 27 114 0 164 618 9 1 2179 Apprch% 17.5 25.4 57.1 0 3.1 68.3 28.7 0 68.1 6.1 25.8 0 20.7 78 1.1 01 Total% 0.5 0.7 1.7 0 12 27.6 11.6 0 13.8 12 5.2 0 75 28A 0.4 0 VolumeBasic COTTON Grand Total For Data From: 12:00 -06/04/2014 To: 11:69 -06/05/2014 Total Count 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 5 5 2 0 2 24 88 250 213 171 160 148 220 189 155 196 214 252 188 128 71 41 32 9 2765 Lane#2 16 3 4 2 6 16 41 174 215 142 146 171 205 180 158 204 280 334 204 122 101 82 44 12 2862 TOTAL 21 8 6 2 8 40 129 424 428 313 306 319 425 369 313 402 494 586 392 250 172 123 76 21 5627 Percents: 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Lane#1 0% 0% 0% 0% 0% 1% 3% 9% 8% 6% 6% 5% 8% 7% 6% 7% 8% 9% 7% 5% 3% 1% 1% 0% Lane#2 1% 0% 0% 0% 0% 1% 11i. 6% 8% 5°% 5% 6% 7% 6% 6% 7% 10% 121/. 7% 4% 4% 3% 2% 0% TOTAL 0% 0% 0% 0% 0% 14b 2% 8% 8% 6% 5% 6% 8% 7% 6% 7% 9% 10% 7% 4% 3% 2% 1% 0% ADT 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1i00 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 5 5 2 0 2 24 88 250 213 171 160 148 220 189 155 198 214 252 188 128 71 41 32 9 2765 Lane#2 16 3 4 2 6 16 41 174 215 142 146 171 205 180 158 204 280 334 204 122 101 82 44 12 2862 TOTAL 21 8 6 2 8 40 129 424 428 313 306 319 425 369 313 402 494 586 392 250 172 123 76 21 5627 LANE#1 Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 1697 1068 0 0 Weekday(Mon-Fri): 2765 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 2765 ADT: 0 0 0 3394 2136 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 61% 39% 0% 0% ADT: 0 LANE#2 Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals 0 0 0 1926 936 0 0 Weekday(Mon-Fri): 2862 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 2862 ADT: 0 0 0 3852 1872 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 67% 33% 0% 0% ADT: 0 ALL LANES Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 3623 2004 0 0 Weekday(Mon-Fri): 5627 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 5627 ADT: 0 0 0 7246 4008 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 64% 36% 0% 0% ADT: 0 Centurion Basic Volume Report Primed:06109114 Page 4 VolumeBasic Summary: Grand Total For Data From: 12:00 -06/04/2014 To: 11:59 -06/05/2014 Total Count 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 3 2 0 0 3 10 16 98 102 59 62 70 68 95 76 84 87 100 54 29 30 5 4 0 1079 TOTAL 3 2 0 0 3 10 16 98 102 59 62 70 88 95 78 84 87 100 54 29 30 5 4 0 1079 Percents: 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Lane#1 0% 0% 0% 0% 0% 1% 1ia 9% 9% 5% 6% 6% 6% 9% 7% 8% 8% 9% 5% 3% 3% 0% 0% 0% TOTAL 0% 0% 0% 0% 0% 1% 1% 9% 9% 5% 6% 6% 8% 9% 7% 8% 8% 9% 5% 3% 3% 0% 0% 0% ADT: 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 3 2 0 0 3 10 16 96 102 59 62 70 88 95 78 84 87 100 54 29 30 5 4 0 1079 TOTAL 3 2 0 0 3 10 16 98 102 59 62 70 88 95 78 84 87 100 54 29 30 5 4 0 1079 LANE#1 Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 654 425 0 0 Weekday(Mon-Fri): 1079 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 1079 ADT: 0 0 0 1308 850 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 61% 39% 0% 0% ADT: 0 ALL LANES Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 654 425 0 0 Weekday(Mon-Fri): 1079 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 1079 ADT: 0 0 0 1308 850 0 0 Weekend(Sat-Sun), 0 0% Percent: 0% 0% 0% 61% 39% 0% 0% ADT: 0 Centurion Basic Volume Report Printed:06/09/14 Page 3 Basic Volume Summary: BABCOCK Grand Total For Data From: 12:00-06/04/2014 To: 11:69 -06/05/2014 1 Total Count 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 3 0 2 0 0 4 16 74 37 47 35 49 67 62 51 67 62 81 50 38 9 14 4 2 774 TOTAL 3 0 2 0 0 4 16 74 37 47 35 49 67 62 51 67 62 81 50 38 9 14 4 2 774 Percents: 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Lane#1 0•% 0% 0% 0% 0% 1% 2% 10% 5% 6% 5% 6% 9% 8% 7% 9% 8% 10% 6% 5% 1% 2% 1% 0% TOTAL 0410 0% 0% 0% 0% 1% 2/0 10% 5% 6% 5% 6% 9% 8% 7% 9% 8% 10% 6% 5% 1% 2% 1% 0% ADT: 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total Lane#1 3 0 2 0 0 4 16 74 37 47 35 49 67 62 51 67 62 81 50 38 9 14 4 2 774 TOTAL 3 0 2 0 0 4 16 74 37 47 35 49 67 62 51 67 62 81 50 38 9 14 4 2 774 LANE#1 Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 507 267 0 0 Weekday(Mon-Fri): 774 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 774 ADT: 0 0 0 1014 534 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 66% 34% 0% 0% ADT: 0 ALL LANES Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 0 507 267 0 0 Weekday(Mon-Fri): 774 100% #Days: 0.0 0.0 0.0 0.5 0.5 0.0 0.0 ADT: 774 ADT: 0 0 0 1014 534 0 0 Weekend(Sat-Sun): 0 0% Percent: 0% 0% 0% 66% 34% 0% 0% ADT: 0 Centurion Basic Volume Report Printed:06/09/14 Page 3 All-Way Stop Control Page I of 1 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection jColtonwod&Durston Agency/Co. jAbelin Traffic Jurisdiction Date Performed 16110114 Analysis Year lWith Development Analysis Time Period JAM Peak Hour Project ID Norton Ranch Phase 3 Eastmest Street: Durston Road North/South Street: Cottonwood Road Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume(veh/h) 1 339 129 112 108 9 /oThrus Left Lane roach Northbound Southbound ovement I_ T R L T R olume(vehlh) 19 14 84 29 18 8 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 469 229 117 55 '/o Heavy Vehicles 0 0 0 0 No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Ouration,T 0.25 _:saturation Headway Adjustment Worksheet Prop.Left-Turns 0.0 0.5 0.2 0.5 Prop.Right-Turns 0.3 0.0 0.7 0.1 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 iadj,computed -0.2 0.1 -0.4 0.0 Departure Headway and Service Time id,initial value(s) 3.20 3.20 3.20 3.20 initial 0.42 0.20 0.10 0.05 id,final value(s) 4.53 5.03 5.26 5.80 final value 0.59 0.32 0.17 0.09 Om-up time,m(s) 2.0 2.0 2.0 2.0 Service Time,is(s) 2.5 3.0 3.3 3.8 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 719 479 367 305 Delay(s/veh) 13.85 10.38 9.34 9.36 ILOS B B A A Approach:Delay(s/veh) 13.85 1 10.38 9.34 9.36 LOS B B A A Intersection Delay(s/veh) 12.05 Intersection LOS B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:55 PM file:///C:/Users/Bob%2OAbelin/AppData/Local/Temp/u2k 1 CDE.tmp 6/12/2014 All-Way Stop Control Page 1 of 1 ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection Coltomvod&Duraton enc /Co Abelin Traffic Jurisdiction Date Performed 16110114 Analysis Year I With Development nal sis Time Penod IPM Peak Hour Project ID Norton Ranch Phase 3 Fast/West Street: Durston Road North/South Street: Cottonwood Road Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume(veh/h) 1 216 70 158 326 40 'Y.Thrus Left Lane rApproach Northbound Southbound ovement L T R L T R Volume(vehlh) 106 39 189 34 15 1 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 287 524 334 50 Heavy Vehicles 0 0 0 0 No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop.Left-Turns 0.0 0.3 0.3 0.7 Prop.Right-Turns 0.2 0.1 0.6 0.0 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 1 -0.6 1 46 1 -0.6 1 -0.6 1 -0.6 1 -0.6 1 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 nadj,computed -0.1 0.0 -0.3 0.1 De arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 c,initial 0.26 0.47 0.30 0.04 lid,final value(s) 5.99 5.73 6.08 7.32 c,final value 0.48 0.83 0.56 0.10 Move-up time,m(s) 2.0 2.0 2.0 2.0 Service Time,is(s) 4.0 3.7 4.1 5.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 537 617 550 300 (Delay(s/veh) 14.34 30.92 16.65 11.15 ILOS 8 D C 8 Approach:Delay(s/veh) 14.34 30.92 16.65 11.15 LOS 8 D C 8 Intersection Delay(s/veh) 22.12 Intersection LOS C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 6/12/2014 12:56 PM file:///C:/Users/Bob%2OAbelin/AppData/Local/Temp/u2k755C.tmp 6/12/2014 HCS 2. J Signalized Intersection Results nmary -_:r,-•-r,c4t!`_�;ors:ra:. General Information _ Intersection Information i Agency �Abelin Traffic _ Duration, h 0.25 elyst RLA -� Analysis Date Jun 10, 2014 Area Type 10ther 4 isdiction _ _ MDT Time Period AM Peak Hour PHF 1.00 y Intersection _ - Cottonwood AM Analysis Year Existing 2014 Analysis Period 1>7:00 r File Name_ - Cottonw_oodAM.xus Project Description Norton Ranch Phase 3 +y 7 f r r Demand Information EB WB NB _SB Approach Movement L T I R L I T I R L I T I R L T R Demand(v),veh/h 40 972 1 84 116 15% 1 64 112 116 60 40 112 104 Signal Information _ _ ; 1. Cycle, s 64.5 Reference_Phase 2� ,!� Offset, s 0 Reference Point End - Uncoo_rdinate_d Yes Simult. Gap ENV On -Green 4.0 1.8 4.0 .0 0.0 0. Yellow 4.0 0.0 4.0 3.0 0.0 0.0 Force Mode Fixed Simult.Gap N/S On I Red 10.0~ 10.0-� 2.0 1.0 10.0 10.0 1 kL �• Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 _ 4.0 _ 6.0 6.0 Phase Duration, s 6.6 36.8 8.4 ^ 38.6 _ 19.4 19.4 Change Period, (Y_+Rc), s 4.0 6.0 4.0 6.0 4.0 _ 4.0 Max Allow Headway(MAH), s 2.8 3.1 2.8 3'1 3.2 ._ 3.2 Queue Clearance Time(Cps), s - 2.7 15.2 3.9 26.2 14.8 �9.2 Green_Extension Time(g•),s 0.0 7.7 0.1 6.4 0.6 0.9 ase Cali Probability _ 0.51 1.00 t8111.00 1.00 1.00 x Out Probability 0.00 0.19 0.42 0.58 0.03 Movement Group Results EB NB SB A roach Movement L T R R L T R L T R Assigned Movement 5 2 12 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 40 536 520 807 112 176 40 216 Adjusted Saturation Flow Rate(s),veh/h/In 1882 1900 1846 1882 1900 1873 1184 1790 1228 1748 Queue Service Time(gs), s 0.7 13.2 132 1.9 23.9 24.2 5.9 5.4 1.8 6.9 Cycle Queue Clearance Time(gc), s 0.7 13.2 13.2 1.9 23.9 24.2 12.8 5.4 7.2 &9 Green Ratio(g/C) 0.52 0.48 0.48 0.55 0.51 0.51 0.24 0.24 0.24 0,24 Capacity(c),veh/h 220 907 881 393 960 947 266 426 302 416 Volume-to-Capacity Ratio(X) 0.182 0.590 0.591 0.295 0.847 0.852 0.421 0,413 0,132 0.519 Available Capacity_(c•), veh/h 553 1207 1173 674 1207 1190 333 527 371 515 Back of Queue(Q),veh/In(50th percentile) 0.2 4.9 4.8 0.7 9.6 9.6 1.6 2.1 0.5 2.7 Queue Storage Ratio(RQ)(50th rcentile) 0.00 0.00 0.00 0.00 0.00 0.00 0:0o 0,00 0:00 0,00 Uniform Delay(di), s/veh 12.9 12.3 12.3 8.8 13.8 13.9 26.9 20.8 23.6 21.4 Incremental Delay(d2),s/veh 0.1 0.2 0.2 0.2 3.9 4.2 0.4 0.2 0.1 0.4 Initial Queue Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ 0.0 0.0 Control Delay(d),s/veh 13.1 12.5 12.5 9.0 17.7 18.1 27.3 21.0 23.9 21.8 Level of Service(LOS) B B B A B B C C C C Approach Delay,s/veh/LOS 12.5 B r 17:3 B 23.5 C 22.1 C Intersection Delay,s/veh/LOS 16.6 B Iltimodai Results EB WB NB SB lestrian LOS Score/LOS 2.2 B 2.2 B 2.8 C 2.8 C Bicycle LOS Score/LOS - _ _ + 1.4 _A_ _ 1.9 A. 1.0 ties 20-10"Streets Version 6.50 HCS 1 ) Signalized Intersection Results mmary General Information _ Intersection Information } 'kgency Abelin Traffic Duration, h ;0.25 - alystw� v RLA _ Analysis Date Jun 10,2014 Area Type jbfher _indiction -__ MDT �- Time Period PM Peak Hour PHF ;1.00 _ a Inte _ Cottonwood AM Analysis Yea1Existing 2014 Analysis Period rsection 11>7:00 • File Name Cottonwoo_dPM.xus Project Description JNorton Ranch Phase 3 It.1 y'+-}r Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand(. ,veh/h 186 1056 44 140 1316 64J 48 108 44 100 80 64 Signal Information Cycle, s 55.2 Reference Phase Offset, s 0 Reference Point End Green 4.4 0`3 25.6 10.9 0.0 0.0 _I Uncoordinated Yes Simult. Gap ENVOn Yellow 4.0 10.0 4.0 3.0 0.0 0.00- Force Mode Fixed Simult.Gap N/S On Red- 10.0 12.0 11.0 0.0 0.0 Timer Results _ EBL EBT WBL WBT NBi_ NBT SBL S_BT_ Assigned Phase _ _ v _5 2 _ 1 6 8 _4 Case Number �- _ 1.1 4.0 1.1 4.0 6.0 6.0 Phase Duration, s _ 8.7 31.9 8.4 31.6 14.9 14.9 Change Period, (Y+Rc),s_ - 4.0 6.0 4.fl 6.0 ---4.0 --- �- 4.0 Max Allow Headway(MAH),�s 2.8 ^3.1 2.8 3.1 3.2 jj 3.2 - �.-Qu-euue Clearance Time(gs), s - ` _ 4.7 14.1 4.0 19.1 - 7.9 10.3 i Green Extension Time(go),s 0.2 _ 6.7 0.1 6__4 0.7 0.6 ase Call Probability _ 0.94 1.00 0,88 1.00 1.00 1.00_ �c Out Probability 0.00 0.12 0.00 0.18 ".106 0.03 rement Group Results EB WB NB SB Approach Movement L T R L T R L I T R L T R Assigned Movement 5 2 12 { 1 6 16 3 8 18 7 4 14� Adjusted Flow Rate(v),veh/h _ 186 _554 546 Fi 140 695 685 48 152 100 144 -_ Adjusted Saturation Flow Rate(s), veh/h/In 1882 1900 1873 1882 1900 1869 1264 1806 1255 1759 Queue Service Time(gs), s 2.7 12.1 12.1 2.0 1 17.1 1 17.1 1.9 4A 4.2 3.9 _ Cycle Queue Clearance Time(gc), s 2.7 12.1 12.1 2.0 17.1 17.1 5.9 1 4.1 8.3 3.9 Green Ratio(g/C) 0.55 0.47 0.47 0.54 0.46 0.46 0.20 0.20 0.20 0.20 Capacity(c),veh/h _ 355 891 878 397 880 866 290 357 286 347 Volume-to-Capacity Ratio(X) 0.524 0.622 0.622 0.352 0.789 0.791 0.166 0.426 0,350 0.414 Available Capacity(ca),veh/h _ 671_ 1412 1391 724 14,12 1388 475 622 470 606 Back of Queue(Q),veh/In(50th percentile) 0.9 4.2 4.1 0.6 6.0 5.9 0.5 1.6 1.2 1.5 Queue Storage Ratio(RQ)(50th percentile) 0.00 0.00 0.00 0100 _0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(di), s/veh 10.7 11.0 11.0 8.5 12.5 12.5 21.9 19.4 23.0 19.4- Incremental Delay(dz),s/veh 0.4 0:3 0.3 0.2 0.6 0:6 0.1 0.3 0;3 0.3 M Initial Queue Delay(6), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 11.2 11,3 11,3 8.7 13.1 13:2 22.0 19.7 23.3 19.6 Level of Service(LOS) B B B A B B C B C B _ Approach Delay,s/veh/LOS 11.2 B 12.7 B 20.3 C 21.1 C Intersection Delay,s/veh/LOS 13.2 B dtimodal Results EB WB NB SB Jestrian LOS Score/LOS 2.2 B r2.2 B 2.8 C 2.8 C Bicycle LOS Scare/LOS 1.5 A .7 A 0.8 A 0.9 A CoiWright02014Univemityof Florida,All RightsReserved. H("S2ulo",stfootsVer-iWn6.5fl Q,58:' . ,z- Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst IRIA Intersection Fallon &Durston Agency/Co. lAbelin Traffic Services Jurisdiction Bozeman Date Performed 1611012014 Analysis Year With Development n sis Time Period tAM Peak Hour Project Description Norton Ranch Phase 3 East/West Street: Fallon Street INOFthISOUth 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) 38 126 56 32 377 18 Peak-Hour Factor, PHF 1.00 1,00 1,00 1.00 100 1.00 Hourly Flow Rate, HFR 38 128 56 32 377 18 veh/h Percent Heavy Vehicles 0 0 — IMedian Tye Undivided RT Channelized 0 0 Lanes 1 1 2 0 1 2 0 Configuration L T TR L T TR L stp ream 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 92 8 20 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 19 14 92 8 20 12 (veh/h) Percent Heavy Vehicles 0 0 0 0 0 1 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 (veh/h) 38 32 40 125 C(m)(veh/h) 1175 1403 443 1 614 v/c 0.03 0.02 0.09 0.20 95%queue length 0.10 0.07 0.30 0.76 Control Delay(s/veh) 8.2 7.6 13.9 12.4 ILOS A A B B Approach Delay(s/veh) 13.9 1 12.4 pproach LOS -- B B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/1212014 12:56 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kC449.tmp 6/12/2014 Two-Way Stop Control Page 1 of I TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst RLA — Intersection Fallon &Durston Agency/Co. 14belin Traffic Services Jurisdiction Bozeman Date Performed 611012014 Analysis Year IA17th Development nal sis Time Period 'M Pea1�Hour IProiect Description Norton Ranch Phase 3 East/West Street: Fallon 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 98 313 48 1 157 28 Peak-Hour Factor, PHF 1.00 1.00 1,00 1,00 1.00 1.00 Hourly Flow Rate, HFR 98 313 48 1 157 28 veh/h Percent Heavy Vehicles 0 - — 0 -- - (Median Type Undivided RT Channelized 0 0 Lanes 1 1 2 0 1 2 0 Configuration L T TR L T TR JlPsltream Si nal 0 0 IMinor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 24 21 85 20 15 4 (Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 24 21 85 20 15 4 (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 LTR lDela ,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 i(veh/h) 98 1 39 130 C (m)(veh/h) 1402 1209 340 612 plc 0.07 0.00 0.11 0.21 95% queue length 0.23 0.00 0.38 0.80 Control Delay(s/veh) 7.8 8.0 17.0 12.5 LOS A A C 8 Approach Delay(s/veh)I IT 0 12.5 Approach LOS I - -- C B Copyright®2010 University of Florida,All Rights Reserved HCS+Tm Version 5.6 Generated: 6/12/2014 12:57 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k 1 B03.tmp 6/12/2014 Two-Way Stop Control Page l of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RL.A Intersection Babcock&Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 611012014 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description Norton Ranch Phase 3 East/West Street: Babcock Street North/SOuth Street: Cottonwood Road Intersection Orientation: Nodli-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) 34 153 8 32 352 28 Peak-Hour Factor. PHF 1.00 1.00 100 1.00 1.00 1.00 Hourly Flow Rate, HFR 34 153 8 32 352 28 veh/h Percent Heavy Vehicles 0 - - 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream Signal 0 0 Whor Street Eastbound ~Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 44 28 23 52 13 8 Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 44 28 23 52 13 8 (veh/h) Percent Heavy Vehicles 0 0 0 0 0 T 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L 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 L L L TR L TR v(veh/h) 34 32 52 21 44 51 C(m) (veh/h) 1190 1430 421 471 324 495 vlc 0.03 0.02 0.12 0.04 0.14 0.10 95%queue length 0.09 0.07 0.42 0.14 0.47 0.34 Control Delay(s/veh) 8.1 7.6 14.8 13.0 17.8 13.1 LOS A A B B C I B Approach Delay(s/veh) - 14.2 15.3 Approach LOS -- B C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5,6 Generated: 6/12/2014 12:55 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k2ES4.tmp 6/12/2014 Two-Way Stop Control Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Babcock&Durston Agency/Co. 14befin Traffic Services Jurisdiction Bozeman Date Performed 611012014 Analysis Year With Development nal sis Time Period M Peak Hour Project Description Norton Ranch Phase 3 East/West Street: Babcock Street North/South Street: Cottonwood Road 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) 32 285 64 8 165 46 Peak-Hour Factor, PHF 1.00 1.00 1.00 100 1.00 1.00 Hourly Flow Rate, HFR 32 285 64 8 165 46 veh1h Percent Heavy Vehicles 0 -- -- 0 - Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 2 0 Configuration L T R L T TR Upstream final 0 0 Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 65 30 20 24 25 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 65 30 20 24 25 36 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 1 1 0 1 1 0 Configuration L 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 L L L TR L TR v(veh/h) 32 8 24 61 65 50 (m) (veh/h) 1372 1221 440 569 1 337 517 lc 0.02 0.01 0.05 0.11 0.19 0A0 95%queue length 0.07 0.02 0.17 0.36 0.70 0.32 Control Delay(s/veh) 7.7 8.0 13.7 12.1 18.2 12.7 ILOS A A I B B C 1 B Approach Delay(s/veh) - - 12.5 15.8 Approach LOS - - B C Copyright O 2010 University of Florida.All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:55 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kCE9C.tmp 6/12/2014 All-Way Stop Control Page 1 of I ALL-WAY STOP CONTROL ANALYSIS 'General Information Site Information n�Performed RLA Intersection Cottonwod&Durston Abehn Traffic JurisdictionDa 6,110114 Analysis Year Ifth Development nal sis Time Period AM Peak I four Project ID Norton Ranch Phase 3 EasUWest Streak Durston Road North/South Street: Cottonwood Road Volume A! 'ustments and Site Characteristics 4pproach Eastbound Westbound Movement L T R L T R olume(veh/h) 1 339 129 112 108 9 %Thrus Left Lane roach Northbound Southbound Movement L T R L T 12 volume(veh/h) 19 14 84 29 18 8 Y.Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 469 229 117 55 "/u Heavy Vehicles 0 0 0 1 0 No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop.Left-Turns 0.0 0.5 0.2 - 0.5 Prop.Right-Turns 0.3 0.0 0.7 0.1 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 1 -0.6 1 -0.6 1 -0.6 1 -0.6 1 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 iiadj,computed -0.2 0.1 -0.4 0.0 De arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 x,initial 0.42 0.20 0.10 0.05 -id,final value(s) 4.53 5.03 5.26 5.80 x,final value 0.59 0.32 0.17 0A9 wove-up time,m(s) 2.0 2.0 2.0 2.0 service Time,is(s) 2.5 3.0 3.3 3.8 Ca acity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 719 479 367 305 Delay(s/veh) 13.85 10.38 9.34 9.36 LOS 8 8 A A Approach:Delay(s/veh) 13.85 10.38 9.34 9.36 LOS g 8 I A A Intersection Delay(s/veh) 12.05 Intersection LOS 8 Copyright d 2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 6/12/2014 12:55 PM file:///C:/Users/Bob%2OAbelin/AppData/Local/Temp/u2kl CDE.tmp 6/12/2014 All-Way Stop Control Page 1 of I ALL-WAY STOP CONTROL ANALYSIS General Information Site Information VDate l sl RLA Intersection Collonwod&Durston ncy/co. Ahelin Traffic urisdiction Performed 6/10/14 analysis Year With Development l sis Time Period JPM Peak Hour Project ID Norton Ranch Phase 3 EastlWest Street: Durston Road North/South Street: Cottonwood Road Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume(veh/h) 1 216 70 158 326 40 '%Thrus Left Lane roach Northbound Southbound Movement L T R L T R Volume(veh/h) 106 39 189 34 15 1 /.Thrus Lett Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration L TR L TR 1.TR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 287 524 334 50 '/o Heavy Vehicles 0 0 0 0 No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Drop.Left-Turns 0.0 0.3 0.3 0.7 Prop.Right-Turns 0.2 0.1 0.6 0.0 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 nRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 i�adj,computed -0.1 1 1 0.0 -0.3 0.1 IDe arture Headway and Service Time ,d,initial value(s) 3,20 3.20 3.20 3.20 initial 0.26 0.47 0.30 0.04 ,d,final value(s) 5.99 5.73 6,08 7.32 final value 0.48 0.83 0.56 0.10 Move-up time,m(s) 2.0 2.0 2.0 2.0 Service Time,is(s) 4.0 3.7 4.1 5.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 537 617 550 300 (Delay(s/veh) 14.34 30.92 16.65 11.15 LOS B D C B Approach:Delay(s/veh) 14.34 30.92 16.65 11.15 LOS B D C B ntersection Delay(s/veh) 22.12 ntersection LOS C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:56 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k755C.tmp 6/12/2014 APPENDIX B Traffic Model Norton Ranch Phase 3 Existing Conditions 2014 AM 8 L 4 PM 0 40 L 24 15 Min x4 0 4" 104 0 1 312 12 y r 104 Durston 24 128 Durston 0 4 0 J h 92 324 T 4 208 -4 T 20 120 a 56 52 J* 172 Cottonwood Cottonwood 20 4 L 8 16 40 L 36 324 j 8 132 $ h 8 32 16 r 52 Babcock 8 r 24 Babcock 16 1 28 48 1 h 12 12 - t 128 20 252 4 '� 8 8 'Z 64 12 10 L 12 8 4J L 4 336 j +' 16 132 1 M` 0 32 4 r 8 Fallon 0 r 20 Fallon 0 .: h 20 12 J 41 32 0 116 12 272 32 56 48 48 104 4) L 64 64 4 L 64 112 1556 80 l 1316 40 ly r 116 Huffine 100 140 Huffine 40 .? h 112 180 1 h 48 972 116 1056 y T 108 84 Z 60 44 Z t* 44 Norton Ranch Phase 3 Additional Developments AM 40 L PM 40 L J&D Family 1 i 4• 3 1 4- Norton r 5 Durston 16 r 18 Durston Phases 1&2 h 9 .0 h 5 It 3 -/ 1 2 2 Z J* 17 9 Z a 10 8 29 30 17 Cottonwood Cottonwood 5 40 L 18 40 L 3 1 4- 3 12 l /- 10 3% 11 14 r Babcock 40% 40 1116 r Babcock 38 17 h 3 23 10 12 10 t 11 6 t 7 11 '1 7 IN 27 IN 100 OUT 95 OUT 57 3 L 12 40 L 11 2 7 g 4- 9 60% 16 1# r Fallon 60% 60 r Fallon 57 11 h 11 34 7 39 9 T 3 5 "F T 12 37 Z 90 22 Z it 48 14 29 51 17 4 L 3 10 40 L 13 19 ` 4- 12 1 4- 12 Huffine 7 r —Huff ine s s h 18 .s h t 6 -4 t 20 Norton Ranch Phase 3 Additional Developments AM 40 L 5 PM 40 L 16 17 t 11- 4 10 t /- 14 Westbrook 17 4 r Durston 10 4 r _Durston J I 1 s h 5 15 t 5 8 t 16 5 '� 3 'S Cottonwood Cottonwood 40 L «1 L 22 t f" 13 t «" 4 r Babcock _ s' Babcock s h .* h t 6 21 40 L 4) L 22 t +- 13 t 11` 4 r _Fallon 4 r Fallon .� '1 J hl 1 6 t 21 22 6 13 21 8 40 L 2 5 40 L 5 9 t 1- 5 t 4- 6 4 r Huffine 3 r Huffine 2 .* h 7 .t 41 2 t 8 Z � Z Norton Ranch Phase 3 Model Norton Ph 3 40 L PM 40 L 2 1 ♦- 4 r 4 Durston 4 r 12 Durston s h 5 s h 4 1 2 1 1 2 3 11 6 7 6 18 20 12 Cottonwood Cottonwood 4 40 L 12 + L 2 1 4- 2 8 1 7 40% 8 r Babcock 40% 27 ly r Babcock 24 11 41 2 16 7 8 6 1 7 4 5 7 '� 5 'S IN 20 IN 68 OUT 60 OUT 39 2 4J L 8 40 L 7 1 4- 2 5 1 4" 6 60% 12 4 r Fallon 60% 41 4 r Fallon 36 7 8 23 S 27 5 2 4 "1 T 8 23 Z 15 31 10 20 35 11 40 L 3 7 40 L 9 12 1 4- 8 1 4- 8 4 r Huffine 5 r Huffine 4 J h 12 h -�/ T 4 14 Z � Z Norton Ranch Phase 3 Existing+Norton+J&D+West rook AM 8 40 L 9 PM 0 4J L 40 18 h- 108 15 H 326 29 4 r 112 Durston 34 y r 158 Durston 0 h 19 0 106 339 14 216 39 129 Z 84 70 Z 189 Cottonwood Cottonwood 28 40 L 8 46 40 L 36 352 l 13 165 1 *- 25 32 r 52 Babcock 8 r 24 Babcock 44 .t h 34 65 1 h 32 28 04 t 153 30 y T 285 23 '� 8 20 64 18 L 12 28 4A L 4 377 +- 20 157 t 15 32 r 8 Fallon 0 4 r 20 Fallon 19 #1 38 24 98 14 -4 t 128 21 313 92 '� 56 85 14 1l1* 48 139 L 71 86 40 L 91 152 1 N° 1556 105 i 4- 1316 65 1# r 116 Huffine 115 r 140 Huffine 50 .t h 112 217 .� h 48 972 v"'/ 1 128 1056 -4 t 151 84 Z 60 44 Z 44 APPENDIX C L.OS Calculations HCS 1 , Signalized Intersection Results ,nmary P ral Information Intersection Information Agency Abelin Traffic Duration, h 10.25 elyst RLA _ Analysis Date 'Jun 10, 2014 Area Type_ Other r _isdiction _ MDT Time Period AM Peak Hour PHF 1.00 Intersection Cottonwood AM Analysis Year Existing 2014 Analysis Period '1>7:00 1 File Name CottonwoodAM.xu_s Project Descri bon lNorton Ranch Phase 3 a�r r�r F Demand Information EB _W13 NB SB Approach_Movement L T R L T R L T R L T R_ Demand(v),veh/h 40 972 84 116 1556 64 112 116 60 40 112 104 Signal Information Cycle,s 64.5 Reference Phase 2 ''1 Offset,s 0 Reference Point End Green 2.6 1.8 30.8 15.4 0.0 0.0 Uncoordinated Yes Simult Gap E/W On Yellow 4.0 10.0 4.0 3.0 0.0 0.0 Force Mode Fixed Simult. Gap N/S On Red 0.0 0.0 2.0 1.0 0.0 0.0 s _ 40. Timer Results EBL EBT WBL WBT NBL NBT SBL Assigned Phase .. 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 6.0 _ 6.0 Phase Duration, s 6.6 36.8 8.4 38.6 _ 19.4 19.4 Change Period, (Y+Rc),s 4.0 6.0� 4.0 6.0 4.0 4.0 Max Allow Headway(MAH), s _ 2.8 3.1 2.8 3.1 3.2 3.2 Queue Clearance Time(gs), s 2.7 15.2 3.9 26.2 14.8 9.2 Green Extension Time(ga), s 0.0 7.7 0.1 6.4 0.6 0.9 ,ase Call Probability 0.51 1 1.00 0.88 1.00 1.00 1.00 x Out Probability 0.00 1 0.19 0.00 0.42 0.58 0.03 Movement Group Results EB WB NB SB Approach Movement L T_ R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v), veh/h 401_536 520 116 813 807 112 176 40 216 M Adjusted Saturation Flow Rate(s), veh/h/ln 1882 1900 1846 1882 1900 1873 1184 1790 1228 1748 _ Queue Service Time(gs),s 0.7 13.2 13.2 1.9 23.9 24.2 5.9 5.4 1.8 6.9 Cycle Queue Clearance Time(gc), s 0.7 13.2 132 1.9 23.9 24.2 12.8 5.4 7.2 6.9 Green Ratio(g/C) 0.52 0.48 0.48 0.55 0.51 0.51 0.24 0.24 0.24 0.24 Capacity(c),veh/h_ 220 907 881 393 960 947 266 426 302 416 Volume-to-Capacity Ratio(X) 0.182 0.590 0,591 0.295 0.847 0.852 0.421 0.413 0.132 0.519 Available Capacity(N),veh/h 553 1207 1173 674 1207 1190 333 527 371 515 El Back of Queue(Q), veh/In(50th percentile) 0.2 _4.9 4.8 0.7 9.6 9.6 1.6 2.1 0.5 2.7 Queue Storage Ratio(RQ)(50th percentile) a00 0.00 0.00 0.00 0.00 0:00 0:00 0.00 0.00 0.00 Uniform Delay(di), s/veh 12.9 12.3 12.3 8.8 13.8 13.9 26.9 20.8 23.8 21.4 w Incremental Delay(d2),s/veh 0.1 0.2 0:2 0.2 3.9 4.2 0.4 0.2 0.1 0.4 Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 JB 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 13.1 12.5 12:5 9:0 17.7 27.3 21.0 23:9 21.8 Level of Service(LOS) B B B A B C C C C Approach Delay,s/veh/LOS 12.5 B 17.3 23:5 C 22.1 C Intersection Delay,s/veh/LOS 16.6 B Wtlmodal Results EB WB NB SB lestrian LOS Score/LOS 2.2 B 2.2 B 2.8 C 2.8 C 't Bicycle LOS Score/LOS 1.4 _ A 1.9 A 1.0 ! A� 09 _A -opyngh,3.,20 ;..:Kr<..,., - .: .��.., Al: ghts R;--, :,:fi. MCS 2010'4 Stceots Versior.6,50 G �_ ertcentcct:6lt�r201J 12:57:21 PM i HCS 2� Signalizes! Intersection Results , nmary renea101 nformation _ _ _ Intersection Information ' I gency Abelin Traffic Y Duration, h :0.25 slyst RLA Analysis Date Jun 10,2014 Area Type _ Other _.1isdiction -^ MDT - Time Period PM Peak Hour PHF ill Intersection Cottonwood AM ``Analysis Year Existing 2014 Analysis Period >7:00 - _ File Name Cotton_woodPM.xus Project Description Norton Ranch Phase 3 + * r Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R i Demand v),veh/h 186 1056 44 140 1316 64 48 1fl8 44 100 80 64 Signallnformation Cycle, s 55.2 Reference Phase 2 _ 71 v ��� - : Offset,s 0 Reference Point End Green 4.4 0.3 25.6 10.9 0.0 0.0 Uncoordinated Yes Simult.Gap EM/ On_ Yellow 4.0 0.0 4.0 3.0 0.0 0.0 Force Mode Fixed Simult.Gap N/S On Red 0.0 10.0 2.0 1.0 1 WO-1 0.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 _Case Number 1.1 4.0 1.1 4.0 6.0 _6.0 Phase Duration,s 8.7 _ 31.9 8.4 31.6 14.9 14.9 _Change Period,(Y+Rc),s 4.0 6.0 4.0 6.0 4.0 4.0 Max Allow Headway(MAM, s 2.8 3.1 2.8 3.1 3.2 _3.2 ''-Queue Clearance Time(gs), s 4.7 14.1 4.0 19.1 7.9 10.3 t Green Extension Time(go), s 0.2 6.7 0.1 6.4 0.7 0.6 ase Call Probability 0.94 1.00 0:881 1.00 1.00 1.00 x Out Probability 0.00 0.12 0.00 0.18 0.01 0.03 Movement Group Results EB WB NB SB Approach Movement L T R L T R_ L T_ R L T R Assigned Movement 5 r 2 12 1 6 16 3 8 W18 7 4 14 Adjusted Flow Rate(v),veh/h 186 554 546 140 695 685 48 152 100 144 Adjusted Saturation Flow Rate(s),vehlhlln 1882 1900 1873 1882 1900 1869 1264 1806 1265 1759 Queue Service Time(gs), s 2.7 12.1 12.1 2.0 17.1 17.1 1.9 4.1 4.2 3.9 Cycle Queue Clearance Time(go),s 2.7 12.1 12.1 2.0 17.1 17.1 5.9 4.1 8.3 3.9 Green Ratio(glC) 0.55 0.47 0.47 0.54 0.46 0.46 0.20 0.20 0.20 0.20 Capacity(c),veh/h 355 ' 891 ` 878 397 880 866 290 357 286 347 Volume-to-Capacity Ratio(X) 0.524 0.622 0.622 0.352 0.789 0.791 0.166 0.426 0.350 0.414 Available Capacity(ce),veh/h 671 1412 1391 724 1412 1388 475 622 470 606 Back of Queue(Q),veh/In(50th percentile) 0.9 4.2 4.1 0.6 6.0 5.9 0.5 1.6 1.2 1.5 Queue Storage Ratio(RQ)(50th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0600 _0.00 Uniform Delay(di), s/veh 10.7 11.0 11.0 8.5 12.5 12.5 21.9 19.4 23.0 19A _ Incremental Delay(d2),s/veh 0.4 0.3 0.3 0.2 0:6 0.6 0.1 0.3 0.3 0.3 Initial Queue Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 11.2 11.3 11.3 8.7 13.1 13.2 22.0 19.7 23.3 19.6 Level of Service(LOS) 6 B B A B I B C B C B Approach Delay,s/veh/LOS 11.2 B 12.7 B 20.3 C 21.1 C Intersection Delay,s/veh/LOS 13.2 B Atimodal Results EB WB NB SB Jestrian LOS Score/LOS 2.2 B 2.2 B 2.6 C 2.8 C Bicycle LOS Score/LOS 1.6 A 1.7 A 0.8 A 0.9 A "i`�Z((: --)"''.., -...-'73 xi£=i_'=ii`J Cti'YiC_Y�.`�c.,,-.n .''sC+;l r, .__:_,...,?c _<[k'� - ..-. __:�;_�.q�4a;'^ '.4,:..�j112 4' ^n' - Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st IRLA Intersection Fallon &Durston Agency/Co. Abefin Traffic Services Jurisdiction Bozeman Date Performed 611012014 Analysis Year With Development Analysis Time Period AM Peak!-lour Project Description Norton Ranch Phase 3 East/West Street: Fallon 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 38 128 56 32 377 18 Peak-Hour Factor, PFIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 38 128 56 32 377 18 (veh/h (Percent Heavy Vehicles 0 -- -- 0 — IMedian Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 'Configuration L T TR L T TR Upstream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 19 14 92 8 20 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 19 14 92 8 20 12 '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 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 (veh/h) 38 32 40 125 C (m) (vehlh) 1175 1403 443 614 v/C 0.03 0.02 0.09 0.20 95%queue length 0.10 0.07 0.30 0,76 Control Delay(s/veh) 8.2 7.6 13.9 12.4 LOS A A B 8 Approach Delay (s/veh) -- 13.9 12.4 Approach LOS - B B Copyright®2010 University of Florida.All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:56 PM file:///C:/Users/Bob%2OAbelin/AppData/Local/Temp/u2kC449.tmp 6/12/2014 Two-Way Stop Control Page 1 of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Fallon&Durston Agency/Co. Abefin Traffic Seivices .Jurisdiction .Bozeman Date Performed 611012014 Analysis Year Willi Development Analysis Time Period PM Peak Hour Project Description Norton Ranch Phase 3 East/West Street: Fallon Street North/South Street: Cottonwood Road Intersection Orientation: North-South IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments IVla or Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R 'Volume (veh/h) 98 313 48 1 157 28 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 11.00 Hourly Flow Rate, HFR 98 313 48 1 157 28 ('veh/h Percent Heavy Vehicles 0 1 0 — Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstrearn Signal 0 0 _ (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R volume veh/h 24 21 85 20 15 4 (Peak-Hour Factor. PHF 1.00 1.00 1.00 100 1.00 1.00 (Hourly Flow Rate, HFR 24 21 85 20 15 4 (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 ILanes 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 V(veh/h) 98 1 39 130 C (m) (veh/h) 1402 1209 340 612 W/C 0.07 0.00 0.11 0.21 ,95% queue length 023 0,00 0.38 0.80 Control Delay(s/veh) 7.8 8.0 17.0 12.5 ILOS A A C B Approach Delay(s/veh) - 17.0 12.5 Approach LOS -- I C B Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:57 PM file:///C:/Users/Bob%2OAbelin/AppData/Local/Temp/u2kl BO3.tmp 6/12/2014 Two-Way Stop Control Page 1 of I TWO-WAY STOP CONTROL_ SUMMARY General Information Site Information Analyst IRLA Intersection Babcock&Durston Agency/Co, 14belin Traffic Services Jurisdiction Bozeman Date Performed /1012014 Analysis Year With Development Analysis Time Period 16M Peak Hour Project Description Norton Ranch Phase 3 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) 34 153 8 32 352 28 Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 34 153 8 32 352 28 'veh/h Percent Heavy Vehicles 0 - - 0 -- - Median Type Undivided RT Channelized 0 0 Danes 1 i 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 44 28 23 52 13 $ (Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 44 28 23 52 13 8 (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 1 1 0 1 1 0 Configuration L 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 L L L TR L TR v(veh/h) 34 32 52 21 44 51 (m) (veh/h) 1190 1430 421 471 324 495 rlc 0.03 0.02 0.12 0.04 0.14 0.10 95%queue length 0.09 0.07 0.42 0.14 0.47 0.34 Control Delay(s/veh) 8.1 7.6 14.8 13.0 17.8 13.1 LOS A A B B C I B Approach Delay(s/veh) 14.2 15.3 Approach LOS - B C Copyright®2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:55 PM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k2E84.tmp 6/12/2014 1'wo-Way Stop Control Page l of l TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PLA Intersection Babcock&Durston Agency/Co. jAbeliii Traffic Services Jurisdiction Bozeman Date Perlomied 1611012014 Analysis Year With Development nal sis Time Period tPM Peak Hour Project Description Norton Ranch Phase 3 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 IMovement 1 2 3 4 5 6 L T R L T R Volume veh/h) 32 285 64 8 165 46 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 285 64 8 165 46 'veh/h) Percent Heavy Vehicles 0 1 0 -- - Median Type Undivided RT 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) 65 30 20 24 25 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 65 30 20 24 25 36 (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 1 1 0 1 1 0 Configuration L TR L TR Delay,Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Dane Configuration L L L TR L TR V(veh/h) 32 8 24 61 65 50 C (m) (veh/h) 1372 1221 440 569 1 337 517 /c 0.02 0.01 0.05 0.11 0.19 0.10 5%queue length 0.07 0.02 0,17 0.36 0.70 0.32 Control Delay(s/veh) 7.7 8.0 13.7 12.1 18.2 12.7 LOS A A B B C 1 B Approach Delay(s/veh) -- - 12.5 1 15.8 Approach LOS B _ C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 6/12/2014 12:55 PM fi le:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kCE9C.tmp 6/12/2014