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13 - Traffic Impact Study - Spring Creek Village Lot 4
Traffic Impact Study- UPDATE Spring Creek Village – Lot 4 Commercial Development Bozeman, Montana Prepared For: Delaney & Company 101 East Main Suite D Bozeman, MT 59715 June, 2013 130 South Howie Street Helena, Montana 59601 406-459-1443 LOT 4 Spring Creek Village Subdivision Bozeman, Montana i Table of Contents A. Executive Summary ......................................................................................1 B. Project Description ........................................................................................1 C. Existing Conditions ........................................................................................1 Adjacent Roadways ..............................................................................2 Traffic Counts ........................................................................................3 Additional Developments.......................................................................4 Level of Service .....................................................................................4 D. Proposed Development ..............................................................................5 E. Trip Generation and Assignment ................................................................7 F. Trip Distribution ..........................................................................................8 G. Traffic Impacts Outside of the Development ...............................................9 H. Impact Summary & Recommendations .................................................... 10 List of Figures Figure 1 – Proposed Development Site ...................................................................2 Figure 2 – Proposed Development ..........................................................................6 Figure 3 – Trip Distribution ......................................................................................9 List of Tables Table 1 – Historic Daily Traffic Data ........................................................................3 Table 2 – Existing Level of Service Summary .........................................................4 Table 3 – Trip Generation Rates .............................................................................7 Table 4 – Level of Service Summary With Development ........................................9 LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 1 June, 2013 Traffic Impact Study-Update LOT 4 Spring Creek Village Subdivision Bozeman, Montana A. EXECUTIVE SUMMARY As proposed, the development of LOT 4 of the Spring Creek Village Subdivision will have a minimal impact on the surrounding road system. Although the development may produce up to 6,000 new trips in this area, these vehicles will be distributed widely over the existing area road network and no intersections will see major additional traffic loads. The intersection of Fergusson Road and Babcock Street is nearing its functional capacity as a two-way STOP controlled intersection and may need to be modified to a four-way STOP to serve the additional traffic from the Spring Creek Village and the other developments currently underway in this area. Depending on the rate of development at the Spring Creek Village and the other developments in this area, this four-way STOP may be necessary before the intersection is measurably impacted by the Spring Creek Village project. The Spring Creek Village subdivision would benefit from a right-turn deceleration lane at Resort Drive or Park Avenue. It would be desirable to meet with MDT and the City of Bozeman to develop a plan for creating right-turn deceleration lanes in this area to meet the overall development goals of this area of Bozeman. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from the development of L O T 4 , a proposed 20-acre commercial development along the western edge of Bozeman, Montana. The site is located just north of Huffine Lane (U.S. Hwy 191) between Cottonwood Road and Ferguson Avenue. The developers propose to develop the property into a commercial and retail center. This document is an update of the February 2012 Traffic Impact Study for this project prepared by ATS and includes an updated site plan and updated intersection turning movement count data. C. EXISTING CONDITIONS The proposed development property currently consists of a 20-acre parcel of undeveloped land located north of Huffine Lane between Cottonwood Road and Ferguson Road. Huffine Lane (US 191) dominates the transportation system surrounding this site, which is the primary connection between Bozeman and Four Corners. Other streets surrounding the proposed development are Ferguson Avenue, Cottonwood Road, Fallon Street, and Resort Drive. Most of these streets are included on the Bozeman “Major Street Network”. Huffine Lane and Cottonwood Road are LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 2 June, 2013 principal arterials, Ferguson Avenue is a designated collector route, and Fallon Street and Resort Drive are local streets. See Figure 1 for a location map of the proposed development. Adjacent Roadways Huffine Lane (SR 191) is a five-lane, two-way, 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 adjacent to the proposed development site is 55 mph. The SR 191 alignment swings northeast after intersecting College Street and becomes Main Street. Traffic data collected by MDT in 2010 indicates that the roadway carries an Average Daily Traffic (ADT) volume of 21,270 vehicles per day. Ferguson Avenue i s a t w o -lane, two-way collector that runs north from Huffine Lane. The road provides access to many of the newly constructed residential development in this section of Bozeman. The intersection of Ferguson Avenue and Huffine Lane is currently signalized. Figure 1- Proposed Development Site Proposed Spring Creek Lot 4 Development Site LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 3 June, 2013 Cottonwood Road i s a t w o -lane, north/south principal arterial street. North of Huffine Lane the road currently has a variety of new commercial businesses including the JC Billion car dealership. South of Huffine Lane, Cottonwood Road serves a variety of rural residential areas and farm and ranch lands. Fallon Street is a two-way, paved east/west local road that provides access to existing developments north of Huffine Lane. Fallon Street passes just to the north of the proposed development site and is currently constructed with designated bike lanes on each side of the roadway. Resort Drive is a newly constructed north/south route located between Cottonwood Road and Ferguson Avenue, which has designated bike lanes on each side. At the intersection with Huffine Lane the road is constructed with a channelized right-turn bay to restrict left-turn movements at the intersection. Resort Drive is a low-volume road which currently carries approximately 100 VPD. Traffic Counts In May 2013 Abelin Traffic Services collected new traffic data at five locations along Ferguson Avenue and Cottonwood Road to update the traffic study for this project. The 2013 traffic study locations along Ferguson Road included the intersections of Huffine Lane, and Babcock Street. Along Cottonwood Road ATS collected new traffic data at Huffine Lane, Fallon Street and Babcock Street. ATS also used data from a 2011 traffic count at the intersection of Ferguson Road and Fallon Street. Traffic volumes along Huffine Lane have been increasing over the past three years and are presently near the high levels seen in 2006. Traffic data form MDT shows how traffic volumes in this area have varied over the past eight years. This data is presented in Table 1. It is likely that the traffic volumes along Huffine Lane will continue to increase. However, the rate of traffic volume increase is difficult to evaluate at this time. Table 1 – Huffine Lane Historic Average Daily Traffic Data Location (Huffine Lane) 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 East of Cottonwood Road 18,130 19,885 19,195 22,515 22,515 22,580 19,835 19,675 18,900 21,270 LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 4 June, 2013 Additional Developments Several other developments are approved and under construction in this area. The Norton East Ranch Phase II Development is currently under construction west of the Cottonwood Road. This development will ultimately include 332 mixed residential units and produce over 2,300 vehicle trips per day. It is not currently known when this project will be fully developed. The Cottonwood Condominiums project in currently under construction north of Fallon Street with 80 residential units currently constructed and an additional 76 units planned over the next five to six years. Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at the 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 6.1. 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. T h e L O S calculations are included in Appendix C. Table 2 shows the existing LOS conditions in this area based on the current traffic data. The table indicates that all of the intersections in the study area are currently operation at acceptable levels of service with the existing lane configurations and traffic controls. The intersection of Ferguson Avenue and Babcock Street is operating at an acceptable level of service, but has little reserve capacity for additional growth in this area. TA B L E 2 – Existing 2013 Level of Service Summary INTERSECTION A M PM D E L A Y LOS D E L A Y LOS Ferguson Avenue & Huffine Lane 15.3 B 19.5 B Ferguson Avenue & Fallon Street* 21.5/15.5 C/C 19.0/11.5 C/B Ferguson Avenue & Babcock Street* 22.3/17.5 C/C 21.3/22.6 C/C Huffine Lane & Resort Drive 17.9 B 11.0 B Huffine Lane & Cottonwood Road 18.2 B 20.1 C Cottonwood Road and Fallon Street* 12.8/12.2 B/B 15.0/10.7 C/B Cottonwood Road and Babcock Street* 13.2/12.8 B/B 10.6/10.0 B/B *Westbound/Eastbound Delay and LOS. ATS also reviewed the right-turn lane warrants for the intersections along Huffine Lane based on the requirement from the MDT Road Design Manual. The intersection of Huffine Lane and Ferguson Road currently has a right-turn deceleration lane for westbound traffic. This analysis indicates that a right-turn deceleration lane is currently warranted for LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 5 June, 2013 westbound traffic at the intersection of Cottonwood Road. The turn-lane warrant information is shown in Appendix D. D. PROPOSED DEVELOPMENT The Spring Creek Village Subdivision would be developed into a mixed-use retail, recreational, lodging, and commercial center. The site will include banks, restaurant/bars, general retail spaces with second floor offices, a lodge with a spa and cabins, and a driving range/putting course. The development would have direct accesses onto, Resort Drive and Huffine Lane. The current site-plan for LOT 4 of the Spring Creek Village development is shown in Figure 2. Proposed Roadway Layout Most of the roadways surrounding the proposed development are already constructed. The developers propose to build the remaining roads within the proposed development to an urban standard with curb and gutter. Pedestrian and bicycle safety will be a focus for this project and many roadway improvements will be implemented with that goal in mind. All of the roads within the development would be privately owned and maintained. The main roads which will be affected by this project are Huffine Lane (principal arterial), Ferguson Road (collector), Cottonwood Road (collector), Fallon Street (local), and Resort Drive (local). The intersection of Resort Drive and Huffine Lane currently has a channelized right-turn lane to restrict vehicles to right-out only movements onto Huffine Lane. Right- and left-turning movements are currently allowed into Resort Drive. Huffine Lane also has a designated left -turn deceleration lane at this location. No changes are planned at this intersection from this development. The proposed development would include a new right-in/out only intersection with Huffine Lane located between Resort Drive and Cottonwood Road. This approach would serve as the primary access to the site from Huffine Lane for westbound traffic. Eastbound traffic on Huffine Lane will use Resort Drive to access the development. The intersection of Valley Commons Drive and Park Avenue is located 500 feet from Huffine Lane and would be designed with raised pedestrian crosswalks. This intersection is currently proposed as a four-way STOP to help facilitate the movement of pedestrians and vehicles through this area as soon as the areas east of Resort Drive begin to be developed. Park Avenue would end at a similar 3-way STOP intersection at Field Street to the North. The development would leave right-of-way to allow the construction of additional accesses to the west directly onto Cottonwood Road. This approach would be created when and if the adjacent properties to the west are developed. LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 6 June, 2013 Figure 2 – Proposed Development LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 7 June, 2013 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. Judging from field observations and the typical nature of residential and commercial developments, 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 of L O T 4 the proposed development would produce 294 AM peak hour trips, 829 PM peak hour trips, and 6,422 daily trips. This generation value discounts traffic from the spa and putting range as this traffic will likely be mostly internal trips from the lodge. The trip generation rates and totals are shown in Table 3. Table 3 – LOT 4 Trip Generation Rates Land Use Size A M Peak Hour Trip Ends per Unit Total AM Peak Hour Trip Ends AM In / Out PM Peak Hour Trip Ends per Unit Total PM Peak Hour Trip Ends PM In / Out Weekday Trip Ends per Unit Total Weekday Trip Ends Hotel- Rooms 28 0.56 16 10/6 0.59 17 9/8 8.17 229 Rest/bar 30,000 S.F 0.81 24 18/6 9.02 271 168/ 103 89.95 2,699 Bank 9,000 S.F 12.34 111 62/ 49 45.74 412 206/ 206 246.49 2,218 Business Park 100,000 S.F. 1.43 143 120/23 1.29 129 30/99 12.76 1,276 Total 294 210/84 829 413/ 416 6,422 Trip Types Three basic trip types describe the traffic that will be generated by the proposed development. These trip types include the following: New Trips- This is the basic trip type created by all traffic generators. These trips are defined as those trips that occur only to utilize one traffic generator at a proposed development site. This trip can generally be characterized as one that runs from a home to a destination and back home. LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 8 June, 2013 Internal (Shared) Trips- These trips are created by associated facilities within or directly adjacent to the proposed development. The trips are combined into one joint trip to the development and do not represent additional trips on the surrounding road network. At present the types of land uses proposed for LOT 4 are not specific enough to create a meaningful calculation of shared trips. It is likely that this development will produce some internally captured trips, but it will likely be less than 5% of the total traffic from the project. Pass-By Trips are those characterized by a vehicle which enters the development on their way to another destination. Upon leaving the driver continues along the roadway to their final destination. Pass-By trips are not generally considered new trips on the surrounding road network because they would exist whether or not the development has been constructed. A common example of this type of trip is a driver which stops at a grocery store on their way home from work. Pass-by trips can be discounted from the through traffic on the adjacent roadways but must be included making the appropriate turning maneuvers at intersections. In particular banks and restaurants produce a large number of pass-by trips. According to the Trip Generation manual the two land uses produce 47% pass-by trips and 43% pass-by trips respectively. These pass-by trip levels were included in the traffic model for the project. 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. This trip distribution is shown on Figure 3. Traffic is expected to distribute itself as follows: • 30% to/from the west on Huffine Lane, • 25% to/from the east on Huffine Lane, • 15% to/from the east on Babcock Street, • 10% to/from the north on Ferguson Avenue, and • 20% to/from the north on Cottonwood Road. Overall trip distribution characteristics and site-generated traffic are shown on figures in Appendix B. LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 9 June, 2013 FIGURE 3 - Development Trip Distribution 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 with the proposed development is shown in Table 4. These calculations are based on the projected model volumes included in Appendix B of this report. Table 4 –Level of Service Summary With LOT 4 Spring Creek Village INTERSECTION A M PM D E L A Y LOS D E L A Y LOS Ferguson Avenue & Huffine Lane 15.4 B 20.3 C Ferguson Avenue & Fallon Street* 19.6/11.4 C/B 22.4/14.9 C/C Ferguson Avenue & Babcock Street* 20.9/20.3 C/C 28.1/45.4 D/E Huffine Lane & Resort Drive 10.1 B 14.5 B Huffine Lane & Cottonwood Road 18.3 B 20.7 C Cottonwood Road and Fallon Street* 13.0/13.2 B/B 16.7/11.7 C/B Cottonwood Road and Babcock Street* 13.7/13.3 B/B 11.2/10.4 B/B *Westbound/Eastbound Delay and LOS. Table 5 indicates that LOT 4 of the Spring Creek Village development will not alter the LOS at most of the near-by intersections. The one notably impact would be at the intersection of Fergusson Road and Babcock Street. This intersection is currently nearing its functional capacity and may need Huffine Lane LOT 4 20% 30% Babcock Street Fallon Street 25% 10% 15% LOT 4 Spring Creek Village Subdivision Bozeman, Montana Abelin Traffic Services 10 June, 2013 modifications to the traffic controls to provide additional capacity for this project and others projects currently underway in this area. If this intersection were converted to a four-way STOP controls from its current 2-way STOP control, the intersection would function at LOS C with 20.2 seconds of peak-hour delay with the additional traffic from the Spring Creek village project. ATS also reviewed the projected intersection volumes to determine if any additional right-turn deceleration lanes may be needed with the development of the Spring Creek Village Subdivision. As noted in Section C, the intersection of Huffine Lane and Cottonwood Road currently warrants the installation of a right-turn lane under existing traffic conditions. MDT has no current plans to construct this turn-lane. However, it should be noted that as proposed the Spring Creek Village will not contribute to the right-turn traffic at this intersection or the need for this turn lane. All traffic for the Spring Creek Village will use the entrances at Resort Drive and Park Avenue to access the development site. It is possible that Park Avenue or Resort Drive may also warrant the installation of a right-turn lane. There may not be sufficient length to construct three separate right-turn deceleration lanes in this area (Cottonwood Road, Park Avenue, and Resort Drive). It would be desirable to meet with the City of Bozeman and MDT to discuss the future build-out plans in this area and develop a configuration for the turn-lanes in this area based on the long-term development plans for this part of Bozeman. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the development of LOT 4 of the Spring Creek Village Subdivision will have a minimal impact on the surrounding road system. Although the development may produce up to 6,000 new trips in this area, these vehicles will be distributed widely over the existing area road network and no intersections will see major additional traffic loads. The intersection of Fergusson Road and Babcock Street is nearing its functional capacity as a two-way STOP controlled intersection and may need to be modified to a four-way STOP to serve the additional traffic from the Spring Creek Village and the other developments currently underway in this area. Depending on the rate of development at the Spring Creek Village and the other developments in this area, this four-way STOP may be necessary before the intersection is measurably impacted by the Spring Creek Village project. The Spring Creek Village subdivision would benefit from a right-turn deceleration lane at Resort Drive or Park Avenue. It would be desirable to meet with MDT and the City of Bozeman to develop a plan for creating right-turn deceleration lanes in this area to meet the overall development goals of this area of Bozeman. APPENDIX A Traffic Data File Name : HufFrgAMSite Code : 00000000 Start Date : 5/13/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 22 1 25 1 7 76 0 0 0 1 0 1 0 131 17 0 28207:15 AM 13 0 35 0 18 103 0 0 0 0 0 0 0 144 28 0 341 07:30 AM 24 0 59 7 28 111 0 0 0 0 0 0 0 173 38 0 44007:45 AM 33 0 69 0 35 134 0 3 0 0 0 0 7 158 43 2 484Total921188888424030101760612621547 08:00 AM 29 0 51 0 28 101 0 0 0 0 0 0 0 197 45 0 45108:15 AM 20 0 51 0 37 114 0 0 0 0 0 1 0 154 47 1 42508:30 AM 29 0 47 0 39 113 0 1 0 0 0 0 0 171 24 0 42408:45 AM 16 0 49 1 49 98 0 0 0 0 0 0 0 150 27 2 392Total9401981153426010001067214331692 Grand Total 186 1 386 9 241 850 0 4 0 1 0 2 7 1278 269 5 3239Apprch %32 0.2 66.3 1.5 22 77.6 0 0.4 0 33.3 0 66.7 0.4 82 17.3 0.3 Total %5.7 0 11.9 0.3 7.4 26.2 0 0.1 0 0 0 0.1 0.2 39.5 8.3 0.2 Unshifted 186 1 386 9 241 850 0 4 0 1 0 2 7 1278 269 5 3239% Unshifted 100 100 100 100 100 100 0 100 0 100 0 100 100 100 100 100 100Bank 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : HufFrgAMSite Code : 00000000 Start Date : 5/13/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 FERGUSONSouthbound HUFFINEWestbound FERGUSONNorthbound HUFFINEEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 24 0 59 7 90 28 111 0 0 139 0 0 0 0 0 0 173 38 0 211 44007:45 AM 33 0 69 0 102 35 134 0 3 172 0 0 0 0 0 7 158 43 2 210 48408:00 AM 29 0 51 0 80 28 101 0 0 129 0 0 0 0 0 0 197 45 0 242 45108:15 AM 20 0 51 0 71 37 114 0 0 151 0 0 0 1 1 0 154 47 1 202 425 Total Volume 106 0 230 7 343 128 460 0 3 591 0 0 0 1 1 7 682 173 3 865 1800 % App. Total 30.9 0 67.1 2 21.7 77.8 0 0.5 0 0 0 100 0.8 78.8 20 0.3 PHF .803 .000 .833 .250 .841 .865 .858 .000 .250 .859 .000 .000 .000 .250 .250 .250 .865 .920 .375 .894 .930 FERGUSON H U F F I N E H U F F I N E FERGUSON Right106 Thru0 Left230 Peds7 InOut Total301 343 644 R i g h t 1 2 8 T h r u 4 6 0 L e f t 0 P e d s 3 O u t T o t a l I n 9 1 2 5 9 1 1 5 0 3 Left0 Thru0 Right0 Peds1 Out TotalIn7 1 8 Le f t 17 3 Th r u68 2 Rig h t 7 Pe d s 3 To t a l Ou t In 56 6 86 5 14 3 1 Peak Hour Begins at 07:30 AM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : HufFrgPMSite Code : 00000000 Start Date : 5/13/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2FERGUSON Southbound HUFFINE Westbound FERGUSON Northbound HUFFINE EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 0 0 0 0 0 161 30 0 39 0 38 0 64 183 0 1 51604:15 PM 0 0 0 0 0 150 34 1 29 0 33 0 62 215 0 3 527 04:30 PM 0 0 0 1 0 145 26 0 40 0 54 0 74 186 0 2 52804:45 PM 0 0 0 0 0 185 27 0 20 0 38 0 62 176 0 0 508Total00010641117112801630262760062079 05:00 PM 0 0 0 0 0 197 26 0 29 0 44 0 91 223 0 2 61205:15 PM 0 0 0 0 0 175 46 2 37 0 45 0 85 217 0 2 60905:30 PM 0 0 0 0 0 146 30 2 43 0 54 0 74 199 0 3 55105:45 PM 0 0 0 0 0 146 26 0 31 1 46 0 51 191 0 1 493Total00000664128414011890301830082265 Grand Total 0 0 0 1 0 1305 245 5 268 1 352 0 563 1590 0 14 4344Apprch %0 0 0 100 0 83.9 15.8 0.3 43.2 0.2 56.7 0 26 73.4 0 0.6 Total %0 0 0 0 0 30 5.6 0.1 6.2 0 8.1 0 13 36.6 0 0.3 Unshifted 0 0 0 1 0 1305 245 5 268 1 352 0 563 1590 0 14 4344% Unshifted 0 0 0 100 0 100 100 100 100 100 100 0 100 100 0 100 100Bank 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : HufFrgPMSite Code : 00000000 Start Date : 5/13/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 FERGUSONSouthbound HUFFINEWestbound FERGUSONNorthbound HUFFINEEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM04:45 PM 0 0 0 0 0 0 185 27 0 212 20 0 38 0 58 62 176 0 0 238 50805:00 PM 0 0 0 0 0 0 197 26 0 223 29 0 44 0 73 91 223 0 2 316 61205:15 PM 0 0 0 0 0 0 175 46 2 223 37 0 45 0 82 85 217 0 2 304 60905:30 PM 0 0 0 0 0 0 146 30 2 178 43 0 54 0 97 74 199 0 3 276 551 Total Volume 0 0 0 0 0 0 703 129 4 836 129 0 181 0 310 312 815 0 7 1134 2280 % App. Total 0 0 0 0 0 84.1 15.4 0.5 41.6 0 58.4 0 27.5 71.9 0 0.6 PHF .000 .000 .000 .000 .000 .000 .892 .701 .500 .937 .750 .000 .838 .000 .799 .857 .914 .000 .583 .897 .931 FERGUSON H U F F I N E H U F F I N E FERGUSON Right0 Thru0 Left0 Peds0 InOut Total0 0 0 R i g h t 0 T h r u 7 0 3 L e f t 1 2 9 P e d s 4 O u t T o t a l I n 9 4 4 8 3 6 1 7 8 0 Left181 Thru0 Right129 Peds0 Out TotalIn441 310 751 Le f t 0 Th r u81 5 Rig h t 31 2 Pe d s 7 To t a l Ou t In 88 4 11 3 4 20 1 8 Peak Hour Begins at 04:45 PM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : FrgBabSite Code : 00000000 Start Date : 5/14/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2FERGUSON Southbound BABCOCK Westbound FERGUSON Northbound BABCOCK EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 1 35 2 1 4 7 7 2 2 32 2 0 4 4 0 1 10407:15 AM 1 54 3 0 4 6 6 0 3 35 3 0 11 7 1 1 135 07:30 AM 6 98 8 5 9 11 12 1 9 45 1 1 8 2 3 1 22007:45 AM 3 117 15 0 9 15 9 1 13 32 3 0 16 10 3 1 247Total1130428626393442714491392374706 08:00 AM 2 84 13 3 6 4 8 1 11 37 3 2 8 7 3 7 19908:15 AM 3 82 24 4 10 5 8 3 20 45 1 2 11 13 1 13 24508:30 AM 3 64 4 1 8 6 13 0 6 43 7 0 6 8 2 1 17208:45 AM 6 92 8 2 6 5 11 2 8 35 3 2 6 4 5 3 198Total14322491030204064516014631321124814 *** BREAK *** 04:00 PM 2 58 12 0 11 6 7 3 8 63 3 0 5 4 2 0 184 04:15 PM 3 64 9 2 9 9 10 0 9 62 15 1 10 7 1 1 21204:30 PM 1 56 12 1 6 14 5 5 5 73 6 5 4 5 0 1 19904:45 PM 0 51 10 1 20 13 8 1 10 74 6 2 6 8 2 0 212Total6229434464230932272308252452807 05:00 PM 1 60 7 1 14 14 9 2 11 91 13 3 5 10 6 0 24705:15 PM 3 64 22 2 18 10 9 2 23 95 12 0 7 7 3 1 27805:30 PM 2 65 15 3 21 16 10 2 18 86 11 3 8 7 1 2 270 05:45 PM 6 61 23 0 7 11 11 2 17 69 17 2 6 17 2 1 252Total1225067660513986934153826411241047 Grand Total 43 1105 187 26 162 152 143 27 173 917 106 23 121 120 35 34 3374 Apprch %3.2 81.2 13.7 1.9 33.5 31.4 29.5 5.6 14.2 75.2 8.7 1.9 39 38.7 11.3 11 Total %1.3 32.8 5.5 0.8 4.8 4.5 4.2 0.8 5.1 27.2 3.1 0.7 3.6 3.6 1 1Unshifted4311051872616215214327173917106231211203534 3374% Unshifted 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : FrgBabSite Code : 00000000 Start Date : 5/14/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 FERGUSONSouthbound BABCOCKWestbound FERGUSONNorthbound BABCOCKEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 6 98 8 5 117 9 11 12 1 33 9 45 1 1 56 8 2 3 1 14 22007:45 AM 3 117 15 0 135 9 15 9 1 34 13 32 3 0 48 16 10 3 1 30 24708:00 AM 2 84 13 3 102 6 4 8 1 19 11 37 3 2 53 8 7 3 7 25 19908:15 AM 3 82 24 4 113 10 5 8 3 26 20 45 1 2 68 11 13 1 13 38 245 Total Volume 14 381 60 12 467 34 35 37 6 112 53 159 8 5 225 43 32 10 22 107 911 % App. Total 3 81.6 12.8 2.6 30.4 31.2 33 5.4 23.6 70.7 3.6 2.2 40.2 29.9 9.3 20.6 PHF .583 .814 .625 .600 .865 .850 .583 .771 .500 .824 .663 .883 .667 .625 .827 .672 .615 .833 .423 .704 .922 FERGUSON B A B C O C K B A B C O C K FERGUSON Right14 Thru381 Left60 Peds12 InOut Total203 467 670 R i g h t 3 4 T h r u 3 5 L e f t 3 7 P e d s 6 O u t T o t a l I n 1 4 5 1 1 2 2 5 7 Left8 Thru159 Right53 Peds5 Out TotalIn461 225 686 Le f t 10 Th r u 32 Rig h t 43 Pe d s 22 To t a l Ou t In 57 10 7 16 4 Peak Hour Begins at 07:30 AM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : FrgBabSite Code : 00000000 Start Date : 5/14/2013 Page No : 3 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 FERGUSON Southbound BABCOCK Westbound FERGUSON Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 60 7 1 69 14 14 9 2 39 11 91 13 3 118 5 10 6 0 21 24705:15 PM 3 64 22 2 91 18 10 9 2 39 23 95 12 0 130 7 7 3 1 18 27805:30 PM 2 65 15 3 85 21 16 10 2 49 18 86 11 3 118 8 7 1 2 18 27005:45 PM 6 61 23 0 90 7 11 11 2 31 17 69 17 2 105 6 17 2 1 26 252 Total Volume 12 250 67 6 335 60 51 39 8 158 69 341 53 8 471 26 41 12 4 83 1047 % App. Total 3.6 74.6 20 1.8 38 32.3 24.7 5.1 14.6 72.4 11.3 1.7 31.3 49.4 14.5 4.8 PHF .500 .962 .728 .500 .920 .714 .797 .886 1.00 .806 .750 .897 .779 .667 .906 .813 .603 .500 .500 .798 .942 FERGUSON B A B C O C K B A B C O C K FERGUSON Right12 Thru250 Left67 Peds6 InOut Total413 335 748 R i g h t 6 0 T h r u 5 1 L e f t 3 9 P e d s 8 O u t T o t a l I n 1 7 7 1 5 8 3 3 5 Left53 Thru341 Right69 Peds8 Out TotalIn315 471 786 Le f t 12 Th r u 41 Rig h t 26 Pe d s 4 To t a l Ou t In 11 6 83 19 9 Peak Hour Begins at 05:00 PM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnHuffSite Code : 00000000 Start Date : 5/16/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:15 AM 8 10 12 0 1 93 6 0 10 8 15 0 8 153 15 0 33907:30 AM 27 17 6 0 4 130 8 0 6 10 13 0 10 151 16 0 398 07:45 AM 26 24 17 0 14 140 9 0 11 22 19 0 14 171 28 0 495Total6151350193632302740470324755901232 08:00 AM 19 35 14 0 14 121 9 0 9 39 11 0 18 226 29 0 544 08:15 AM 20 29 16 0 11 107 10 0 21 27 16 0 19 150 36 0 46208:30 AM 13 18 17 0 14 138 12 0 15 18 17 0 11 177 22 0 47208:45 AM 17 18 20 0 14 88 4 0 6 10 9 0 6 198 21 0 411Total691006705345435051945305475110801889 09:00 AM 12 8 12 0 17 81 5 0 19 15 9 0 12 151 17 0 358*** BREAK ***Total 12 8 12 0 17 81 5 0 19 15 9 0 12 151 17 0 358 *** BREAK *** 04:00 PM 20 12 17 0 24 151 9 0 7 21 12 0 7 149 29 0 45804:15 PM 20 22 26 0 21 167 17 0 8 26 9 0 7 152 31 0 506 04:30 PM 20 21 22 0 14 160 17 0 15 19 14 0 3 147 18 0 47004:45 PM 17 29 28 0 20 148 12 0 9 17 19 0 8 182 32 0 521Total77849307962655039835402563011001955 05:00 PM 21 27 30 1 23 190 18 0 7 24 25 0 9 196 51 0 62205:15 PM 24 24 16 0 29 186 21 0 10 23 22 0 15 210 38 0 61805:30 PM 35 17 23 1 29 187 12 0 12 22 8 0 13 173 22 0 55405:45 PM 23 28 24 0 22 143 17 0 10 26 19 0 9 186 28 0 535 Total 103 96 93 2 103 706 68 0 39 95 74 0 46 765 139 0 2329 Grand Total 322 339 300 2 271 2230 186 0 175 327 237 0 169 2772 433 0 7763Apprch %33.4 35.2 31.2 0.2 10.1 83 6.9 0 23.7 44.2 32.1 0 5 82.2 12.8 0 Total %4.1 4.4 3.9 0 3.5 28.7 2.4 0 2.3 4.2 3.1 0 2.2 35.7 5.6 0Unshifted322339300227122301860175327237016927724330 7763% Unshifted 100 100 100 100 100 100 100 0 100 100 100 0 100 100 100 0 100Bank 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 0Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnHuffSite Code : 00000000 Start Date : 5/16/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOODSouthbound HUFFINEWestbound COTTONWOODNorthbound HUFFINEEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:15 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:45 AM07:45 AM 26 24 17 0 67 14 140 9 0 163 11 22 19 0 52 14 171 28 0 213 49508:00 AM 19 35 14 0 68 14 121 9 0 144 9 39 11 0 59 18 226 29 0 273 54408:15 AM 20 29 16 0 65 11 107 10 0 128 21 27 16 0 64 19 150 36 0 205 46208:30 AM 13 18 17 0 48 14 138 12 0 164 15 18 17 0 50 11 177 22 0 210 472 Total Volume 78 106 64 0 248 53 506 40 0 599 56 106 63 0 225 62 724 115 0 901 1973 % App. Total 31.5 42.7 25.8 0 8.8 84.5 6.7 0 24.9 47.1 28 0 6.9 80.4 12.8 0 PHF .750 .757 .941 .000 .912 .946 .904 .833 .000 .913 .667 .679 .829 .000 .879 .816 .801 .799 .000 .825 .907 COTTONWOOD H U F F I N E H U F F I N E COTTONWOOD Right78 Thru106 Left64 Peds0 InOut Total274 248 522 R i g h t 5 3 T h r u 5 0 6 L e f t 4 0 P e d s 0 O u t T o t a l I n 8 4 4 5 9 9 1 4 4 3 Left63 Thru106 Right56 Peds0 Out TotalIn208 225 433 Le f t 11 5 Th r u72 4 Rig h t 62 Pe d s 0 To t a l Ou t In 64 7 90 1 15 4 8 Peak Hour Begins at 07:45 AM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnHuffSite Code : 00000000 Start Date : 5/16/2013 Page No : 3 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound HUFFINE Westbound COTTONWOOD Northbound HUFFINE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 21 27 30 1 79 23 190 18 0 231 7 24 25 0 56 9 196 51 0 256 62205:15 PM 24 24 16 0 64 29 186 21 0 236 10 23 22 0 55 15 210 38 0 263 61805:30 PM 35 17 23 1 76 29 187 12 0 228 12 22 8 0 42 13 173 22 0 208 55405:45 PM 23 28 24 0 75 22 143 17 0 182 10 26 19 0 55 9 186 28 0 223 535 Total Volume 103 96 93 2 294 103 706 68 0 877 39 95 74 0 208 46 765 139 0 950 2329 % App. Total 35 32.7 31.6 0.7 11.7 80.5 7.8 0 18.8 45.7 35.6 0 4.8 80.5 14.6 0 PHF .736 .857 .775 .500 .930 .888 .929 .810 .000 .929 .813 .913 .740 .000 .929 .767 .911 .681 .000 .903 .936 COTTONWOOD H U F F I N E H U F F I N E COTTONWOOD Right103 Thru96 Left93 Peds2 InOut Total337 294 631 R i g h t 1 0 3 T h r u 7 0 6 L e f t 6 8 P e d s 0 O u t T o t a l I n 8 9 7 8 7 7 1 7 7 4 Left74 Thru95 Right39 Peds0 Out TotalIn210 208 418 Le f t 13 9 Th r u76 5 Rig h t 46 Pe d s 0 To t a l Ou t In 88 3 95 0 18 3 3 Peak Hour Begins at 05:00 PM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CottFalnSite Code : 00000000 Start Date : 5/17/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 19 1 0 2 1 7 0 2 6 5 0 0 0 0 0 4307:15 AM 1 31 0 0 2 1 5 0 1 19 6 0 1 0 0 0 67 07:30 AM 3 46 6 0 1 2 8 0 3 29 6 0 2 0 1 0 10707:45 AM 9 69 2 0 3 2 6 0 9 33 10 0 2 0 0 0 145Total13165908626015872705010362 08:00 AM 1 44 6 0 1 0 2 0 2 52 8 0 3 0 1 0 12008:15 AM 6 45 4 0 2 0 3 0 5 38 9 0 2 0 0 0 11408:30 AM 2 45 4 0 2 2 5 0 3 29 3 1 4 1 0 0 10108:45 AM 2 29 4 1 4 1 2 0 4 27 7 0 4 3 1 0 89Total11163181931201414627113420424 *** BREAK *** 04:00 PM 3 39 2 1 0 1 3 0 5 48 10 0 7 1 2 0 122 04:15 PM 0 43 1 0 0 0 1 0 3 76 8 0 6 1 3 0 14204:30 PM 1 48 4 0 1 0 5 0 5 46 6 0 6 2 2 0 12604:45 PM 3 47 9 0 3 1 2 0 4 52 4 0 11 2 3 0 141Total71771614211017222280306100531 05:00 PM 2 45 3 0 2 4 21 1 8 52 8 0 6 1 2 0 15505:15 PM 1 81 3 0 6 4 72 0 6 54 6 0 10 0 0 0 24305:30 PM 1 68 3 0 6 1 56 0 5 64 8 0 14 2 3 0 231 05:45 PM 0 46 5 2 3 2 17 0 7 57 1 0 9 1 4 0 154Total4240142171116612622723039490783 Grand Total 35 745 57 4 38 22 215 1 72 682 105 1 87 14 22 0 2100 Apprch %4.2 88.6 6.8 0.5 13.8 8 77.9 0.4 8.4 79.3 12.2 0.1 70.7 11.4 17.9 0 Total %1.7 35.5 2.7 0.2 1.8 1 10.2 0 3.4 32.5 5 0 4.1 0.7 1 0Unshifted34743574382221517268210518714220 2097% Unshifted 97.1 99.7 100 100 100 100 100 100 100 100 100 100 100 100 100 0 99.9 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Bank 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3% Bank 2 2.9 0.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CottFalnSite Code : 00000000 Start Date : 5/17/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOODSouthbound FALLONWestbound COTTONWOODNorthbound FALLONEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 3 46 6 0 55 1 2 8 0 11 3 29 6 0 38 2 0 1 0 3 10707:45 AM 9 69 2 0 80 3 2 6 0 11 9 33 10 0 52 2 0 0 0 2 14508:00 AM 1 44 6 0 51 1 0 2 0 3 2 52 8 0 62 3 0 1 0 4 12008:15 AM 6 45 4 0 55 2 0 3 0 5 5 38 9 0 52 2 0 0 0 2 114 Total Volume 19 204 18 0 241 7 4 19 0 30 19 152 33 0 204 9 0 2 0 11 486 % App. Total 7.9 84.6 7.5 0 23.3 13.3 63.3 0 9.3 74.5 16.2 0 81.8 0 18.2 0 PHF .528 .739 .750 .000 .753 .583 .500 .594 .000 .682 .528 .731 .825 .000 .823 .750 .000 .500 .000 .688 .838 COTTONWOOD F A L L O N F A L L O N COTTONWOOD Right19 Thru204 Left18 Peds0 InOut Total161 241 402 R i g h t 7 T h r u 4 L e f t 1 9 P e d s 0 O u t T o t a l I n 3 7 3 0 6 7 Left33 Thru152 Right19 Peds0 Out TotalIn232 204 436 Le f t 2 Th r u 0 Rig h t 9 Pe d s 0 To t a l Ou t In 56 11 67 Peak Hour Begins at 07:30 AM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CottFalnSite Code : 00000000 Start Date : 5/17/2013 Page No : 3 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound FALLON Westbound COTTONWOOD Northbound FALLON Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 2 45 3 0 50 2 4 21 1 28 8 52 8 0 68 6 1 2 0 9 15505:15 PM 1 81 3 0 85 6 4 72 0 82 6 54 6 0 66 10 0 0 0 10 24305:30 PM 1 68 3 0 72 6 1 56 0 63 5 64 8 0 77 14 2 3 0 19 23105:45 PM 0 46 5 2 53 3 2 17 0 22 7 57 1 0 65 9 1 4 0 14 154 Total Volume 4 240 14 2 260 17 11 166 1 195 26 227 23 0 276 39 4 9 0 52 783 % App. Total 1.5 92.3 5.4 0.8 8.7 5.6 85.1 0.5 9.4 82.2 8.3 0 75 7.7 17.3 0 PHF .500 .741 .700 .250 .765 .708 .688 .576 .250 .595 .813 .887 .719 .000 .896 .696 .500 .563 .000 .684 .806 COTTONWOOD F A L L O N F A L L O N COTTONWOOD Right4 Thru240 Left14 Peds2 InOut Total253 260 513 R i g h t 1 7 T h r u 1 1 L e f t 1 6 6 P e d s 1 O u t T o t a l I n 4 4 1 9 5 2 3 9 Left23 Thru227 Right26 Peds0 Out TotalIn445 276 721 Le f t 9 Th r u 4 Rig h t 39 Pe d s 0 To t a l Ou t In 38 52 90 Peak Hour Begins at 05:00 PM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnBabSite Code : 00000000 Start Date : 5/15/2013 Page No : 1 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 Groups Printed- Unshifted - Bank 1 - Bank 2COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK EastboundStart Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 4 20 3 0 2 0 5 0 1 15 1 0 0 0 2 0 5307:15 AM 3 38 2 0 1 2 7 0 2 20 1 0 0 2 1 1 80 07:30 AM 13 47 2 0 3 6 11 0 1 22 0 0 0 1 2 0 10807:45 AM 6 83 4 0 0 2 14 0 4 46 6 0 0 0 0 0 165Total261881106103708103800351406 08:00 AM 3 60 3 0 2 1 15 0 7 40 3 0 0 0 1 0 13508:15 AM 8 68 1 0 3 0 13 0 6 56 1 1 0 2 1 0 16008:30 AM 2 48 4 0 2 1 5 0 2 37 1 0 0 1 0 0 10308:45 AM 4 43 1 0 1 0 11 0 6 31 0 1 0 2 0 0 100Total17219908244021164520520498 *** BREAK *** 04:00 PM 0 31 2 0 3 1 6 1 4 44 2 0 0 0 2 1 97 04:15 PM 3 54 2 0 5 0 6 1 13 55 2 0 5 3 1 0 15004:30 PM 2 48 2 0 3 1 8 0 17 70 0 0 2 1 2 0 15604:45 PM 4 45 1 1 3 0 11 0 6 50 1 0 0 1 5 0 128Total917871142312402195075101531 05:00 PM 1 37 1 2 4 0 7 0 18 67 0 0 0 2 6 0 14505:15 PM 1 38 4 0 1 1 9 0 17 64 1 0 1 2 7 0 14605:30 PM 2 39 4 0 8 2 6 0 13 69 0 0 1 1 8 0 153 05:45 PM 1 50 3 0 13 0 7 0 15 59 2 0 1 1 7 0 159Total5164122263290632593036280603 Grand Total 57 749 39 3 54 17 141 2 132 745 21 2 10 19 45 2 2038 Apprch %6.7 88.3 4.6 0.4 25.2 7.9 65.9 0.9 14.7 82.8 2.3 0.2 13.2 25 59.2 2.6 Total %2.8 36.8 1.9 0.1 2.6 0.8 6.9 0.1 6.5 36.6 1 0.1 0.5 0.9 2.2 0.1Unshifted57745383521614121287432121019452 2024% Unshifted 100 99.5 97.4 100 96.3 94.1 100 100 97 99.7 100 100 100 100 100 100 99.3 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 0Bank 2 0 4 1 0 2 1 0 0 4 2 0 0 0 0 0 0 14% Bank 2 0 0.5 2.6 0 3.7 5.9 0 0 3 0.3 0 0 0 0 0 0 0.7 Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnBabSite Code : 00000000 Start Date : 5/15/2013 Page No : 2 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOODSouthbound BABCOCKWestbound COTTONWOODNorthbound BABCOCKEastboundStart Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:30 AM07:30 AM 13 47 2 0 62 3 6 11 0 20 1 22 0 0 23 0 1 2 0 3 10807:45 AM 6 83 4 0 93 0 2 14 0 16 4 46 6 0 56 0 0 0 0 0 16508:00 AM 3 60 3 0 66 2 1 15 0 18 7 40 3 0 50 0 0 1 0 1 13508:15 AM 8 68 1 0 77 3 0 13 0 16 6 56 1 1 64 0 2 1 0 3 160 Total Volume 30 258 10 0 298 8 9 53 0 70 18 164 10 1 193 0 3 4 0 7 568 % App. Total 10.1 86.6 3.4 0 11.4 12.9 75.7 0 9.3 85 5.2 0.5 0 42.9 57.1 0 PHF .577 .777 .625 .000 .801 .667 .375 .883 .000 .875 .643 .732 .417 .250 .754 .000 .375 .500 .000 .583 .861 COTTONWOOD B A B C O C K B A B C O C K COTTONWOOD Right30 Thru258 Left10 Peds0 InOut Total176 298 474 R i g h t 8 T h r u 9 L e f t 5 3 P e d s 0 O u t T o t a l I n 3 1 7 0 1 0 1 Left10 Thru164 Right18 Peds1 Out TotalIn311 193 504 Le f t 4 Th r u 3 Rig h t 0 Pe d s 0 To t a l Ou t In 49 7 56 Peak Hour Begins at 07:30 AM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 File Name : CtnBabSite Code : 00000000 Start Date : 5/15/2013 Page No : 3 Abelin Traffic Services130 S. Howie Street Helena, MT 59601 COTTONWOOD Southbound BABCOCK Westbound COTTONWOOD Northbound BABCOCK Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 37 1 2 41 4 0 7 0 11 18 67 0 0 85 0 2 6 0 8 14505:15 PM 1 38 4 0 43 1 1 9 0 11 17 64 1 0 82 1 2 7 0 10 14605:30 PM 2 39 4 0 45 8 2 6 0 16 13 69 0 0 82 1 1 8 0 10 15305:45 PM 1 50 3 0 54 13 0 7 0 20 15 59 2 0 76 1 1 7 0 9 159 Total Volume 5 164 12 2 183 26 3 29 0 58 63 259 3 0 325 3 6 28 0 37 603 % App. Total 2.7 89.6 6.6 1.1 44.8 5.2 50 0 19.4 79.7 0.9 0 8.1 16.2 75.7 0 PHF .625 .820 .750 .250 .847 .500 .375 .806 .000 .725 .875 .938 .375 .000 .956 .750 .750 .875 .000 .925 .948 COTTONWOOD B A B C O C K B A B C O C K COTTONWOOD Right5 Thru164 Left12 Peds2 InOut Total313 183 496 R i g h t 2 6 T h r u 3 L e f t 2 9 P e d s 0 O u t T o t a l I n 8 1 5 8 1 3 9 Left3 Thru259 Right63 Peds0 Out TotalIn196 325 521 Le f t 28 Th r u 6 Rig h t 3 Pe d s 0 To t a l Ou t In 11 37 48 Peak Hour Begins at 05:00 PM UnshiftedBank 1Bank 2 Peak Hour Data North Abelin Traffic Services 130 S. Howie StreetHelena, MT 59601 APPENDIX B Traffic Model Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 Tr a f f i c Mo d e l 24 0 12 36 33 2 8 46 8 60 16 56 60 36 20 1 3 AM Ex i s t i n g Tr a f f i c 0 24 Ba b c o c k St . 12 12 0 18 4 40 128 0 1 6 64 52 Co t t o n w o o d Ro a d Re s o r t Dr i v e Ravalk St. 36 12 27 6 8 Fe r g u s o n Avenue 8 24 Fa l l o n St r . 8 4 0 Th e Ri d g e 0 13 2 4 3 6 42 0 31 6 12 48 60 46 4 4 116 48 88 76 56 14 0 48 4 13 2 112 56 36 H u f f i n e La n e 27 6 404 11 6 36 18 0 90 4 15 6 78 8 72 44 Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 Tr a f f i c Mo d e l 4 5 2 12 72 20 0 0 25 6 40 12 28 88 36 20 1 3 PM Ex i s t i n g Tr a f f i c 4 8 Ba b c o c k St . 12 48 4 23 6 28 380 28 60 28 92 Co t t o n w o o d Ro a d Re s o r t Dr i v e Ravalk St. 8 8 18 0 16 Fe r g u s o n Avenue 12 84 Fa l l o n St r . 8 3 2 Th e Ri d g e 4 20 8 24 32 41 2 29 2 16 12 4 16 160 4 396 76 4 84 92 10 8 76 0 11 6 364 12 0 72 H u f f i n e La n e 17 6 892 20 4 10 0 10 4 78 4 96 78 8 36 28 0 Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 13 4 Tr a f f i c Mo d e l 35 1 2 13 35 30 Sit e Ge n e r a t e d Tr a f f i c 44 30 Mo d e l Ba b c o c k St . 15 4 10 AM 12 10 Co t t o n w o o d Av e n u e Re s o r t Dr i v e Ravalk St. 12 44 35 0 F a l l o n St r . 0 Th e Ri d g e 9 15 18 OU T I N 59 1 7 4 25 % S W 15 4 4 0 30 % S E 18 5 2 0 20 % N W 12 3 5 25 % N E 15 4 4 18 59 1 7 4 0 0 12 52 12 3 15 52 5 2 18 52 52 35 44 0 1 8 35 9 39 IN 1 7 4 OU T 5 9 0 Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 15 1 7 Tr a f f i c Mo d e l 49 5 5 15 49 34 Sit e Ge n e r a t e d Tr a f f i c 49 34 Mo d e l Ba b c o c k St . 55 17 39 PM 55 39 Co t t o n w o o d Av e n u e Re s o r t Dr i v e Ravalk St. 55 49 49 0 F a l l o n St r . 0 Th e Ri d g e 15 55 83 OU T I N 27 5 2 4 3 30 % S W 83 7 3 0 30 % S E 83 7 3 0 20 % N W 55 4 9 20 % N E 55 4 9 83 27 5 2 4 3 0 0 66 73 66 17 83 73 73 83 73 73 58 73 0 8 3 58 15 17 1 5 IN 2 4 3 OU T 2 7 5 Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 Tr a f f i c Mo d e l 24 0 25 36 36 7 8 46 8 90 16 56 60 36 TO T A L 0 24 Ba b c o c k St . 16 12 AM 0 19 6 50 128 0 1 6 64 52 Co t t o n w o o d Av e n u e Re s o r t Dr i v e Ravalk St. 36 24 27 6 8 43 24 Fa l l o n St r . 8 4 0 Th e Ri d g e 0 14 1 4 3 6 42 0 31 6 12 48 60 46 4 4 116 66 88 76 56 14 0 49 6 63 13 2 112 56 39 21 58 8 29 4 456 11 6 36 53 18 0 93 9 16 5 96 8 78 8 72 44 Sp r i n g Cr e e k Vil l a g e ‐ Lo t 4 Tr a f f i c Mo d e l 4 5 2 27 72 24 9 0 25 6 74 12 28 88 36 TO T A L 4 8 Ba b c o c k St . 29 48 PM 4 29 1 67 380 28 60 28 92 Co t t o n w o o d Av e n u e Re s o r t Dr i v e Ravalk St. 8 6 3 18 0 16 61 84 Fa l l o n St r . 8 3 2 Th e Ri d g e 4 22 3 24 32 0 41 2 29 2 16 12 4 16 160 4 396 15 9 4 84 92 10 8 82 6 12 4 11 6 364 12 0 89 1 2 5 10 8 1 25 9 965 20 4 10 0 12 4 10 4 84 2 11 1 89 2 78 8 36 28 APPENDIX C LOS Calculations 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Huffine & Furguson AM Analysis Year Analysis Period 1> 7:00 File Name Fergusam.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 180 788 404 112 276 132 Signal Information Green Yellow Red 47.0 32.0 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 2 1 6 0 4 4 Case Number 6.0 6.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 90.0 90.0 0.0 90.0 0.0 37.0 37.0 Change Period, (Y+Rc), s 6.0 6.0 0.0 6.0 0.0 5.0 5.0 Max Allow Headway (MAH), s 0.0 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 34.0 34.0 Green Extension Time (ge),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 1.00 1.00 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 180 788 0 0 404 112 0 276 0 132 Adjusted Saturation Flow Rate (s), veh/h/ln 1037 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 10.2 12.0 0.0 0.0 5.4 3.2 0.0 10.4 32.0 5.2 Cycle Queue Clearance Time (gc), s 15.6 12.0 0.0 0.0 5.4 3.2 0.0 10.4 32.0 5.2 Capacity (c), veh/h 559 1889 1889 841 643 0 573 Volume-to-Capacity Ratio (X)0.322 0.417 0.000 0.000 0.214 0.133 0.000 0.429 0.000 0.231 Available Capacity (ca), veh/h 559 1889 1889 841 643 0 573 Back of Queue (Q), veh/ln 2.5 4.7 2.1 1.2 4.3 1.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 15.8 13.1 11.6 11.0 22.1 0.0 20.4 Incremental Delay (d2), s/veh 1.5 0.7 0.0 0.0 0.3 0.3 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 17.3 13.8 11.8 11.4 22.2 0.0 20.4 Level of Service (LOS)B B B B C C Approach Delay, s/veh / LOS 14.5 B 11.7 B 0.0 21.6 C Intersection Delay s/veh / LOS 15.3 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.3 A 0.9 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:53:14 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Ferguson & Huffine PM Analysis Year Analysis Period 1> 7:00 File Name Ferguspm.xus Project Description Spring Creek Lot 4 2013 PM Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 104 788 892 364 176 116 Signal Information Green Yellow Red 13.0 41.0 30.0 0.0 0.0 0.0 3.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 97.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 0 4 4 Case Number 1.0 4.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 16.0 97.0 0.0 81.0 0.0 34.0 34.0 Change Period, (Y+Rc), s 3.0 6.0 0.0 6.0 0.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 3.6 32.0 32.0 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 1.00 1.00 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 104 788 0 0 892 364 0 176 0 116 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 1.6 11.1 0.0 0.0 18.3 16.4 0.0 7.2 30.0 5.2 Cycle Queue Clearance Time (gc), s 1.6 11.1 0.0 0.0 18.3 16.4 0.0 7.2 30.0 5.2 Capacity (c), veh/h 326 2126 1529 681 560 0 498 Volume-to-Capacity Ratio (X)0.319 0.371 0.000 0.000 0.583 0.535 0.000 0.314 0.000 0.233 Available Capacity (ca), veh/h 326 2126 1529 681 560 0 498 Back of Queue (Q), veh/ln 1.7 4.3 7.8 6.5 3.1 2.0 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 20.7 10.5 21.5 20.9 25.6 0.0 24.9 Incremental Delay (d2), s/veh 0.2 0.5 0.0 0.0 1.6 3.0 0.0 0.1 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 20.9 11.0 23.1 23.9 25.8 0.0 25.0 Level of Service (LOS)C B C C C C Approach Delay, s/veh / LOS 12.2 B 23.3 C 0.0 25.5 C Intersection Delay s/veh / LOS 19.5 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.2 A 1.5 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:55:18 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing 213 Project Description Spring Creek Village East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)64 116 88 48 316 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)64 116 88 48 316 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 48 60 12 20 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 48 60 12 20 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 LTR LTR LTR LTR v (veh/h)64 48 92 56 C (m) (veh/h)1251 1380 348 608 v/c 0.05 0.03 0.26 0.09 95% queue length 0.16 0.11 1.04 0.30 Control Delay (s/veh)8.0 7.7 19.0 11.5 LOS A A C B Approach Delay (s/veh)----19.0 11.5 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:01 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k58CB.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)160 396 4 12 292 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)160 396 4 12 292 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 4 76 4 16 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 4 76 4 16 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 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 LTR LTR LTR LTR v (veh/h)160 12 32 96 C (m) (veh/h)1277 1170 250 438 v/c 0.13 0.01 0.13 0.22 95% queue length 0.43 0.03 0.43 0.83 Control Delay (s/veh)8.2 8.1 21.5 15.5 LOS A A C C Approach Delay (s/veh)----21.5 15.5 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:02 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kE2C6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 128 52 60 468 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 40 64 36 60 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 40 64 36 60 36 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 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)12 60 36 96 116 C (m) (veh/h)1093 1408 223 408 394 v/c 0.01 0.04 0.16 0.24 0.29 95% queue length 0.03 0.13 0.56 0.90 1.21 Control Delay (s/veh)8.3 7.7 24.2 16.5 17.9 LOS A A C C C Approach Delay (s/veh)----18.6 17.9 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k7AA6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)48 380 92 88 256 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)48 380 92 88 256 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 28 28 35 40 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 28 28 35 40 72 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 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)48 88 35 112 68 C (m) (veh/h)1307 1100 176 380 272 v/c 0.04 0.08 0.20 0.29 0.25 95% queue length 0.11 0.26 0.72 1.21 0.96 Control Delay (s/veh)7.9 8.6 30.5 18.4 22.6 LOS A A D C C Approach Delay (s/veh)----21.3 22.6 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:01 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kFB1E.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Cottonwood & Huffine AM Analysis Year Analysis Period 1> 7:00 File Name CottonwoodAM.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 116 904 72 36 484 56 36 156 44 56 140 76 Signal Information Green Yellow Red 11.9 35.0 13.1 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 15.9 41.0 15.9 41.0 17.1 17.1 17.1 17.1 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 3.8 2.5 12.5 12.5 12.8 12.8 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.3 0.3 0.3 0.3 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 1.00 1.00 1.00 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 116 494 482 36 274 266 36 0 200 56 0 216 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1850 1882 1900 1831 1184 0 1828 1201 0 1787 Queue Service time (gs ), s 1.8 13.7 13.7 0.5 6.6 6.6 2.2 0.0 7.5 3.3 0.0 8.4 Cycle Queue Clearance Time (gc), s 1.8 13.7 13.7 0.5 6.6 6.6 10.5 0.0 7.5 10.8 0.0 8.4 Capacity (c), veh/h 750 899 876 574 899 866 174 324 189 317 Volume-to-Capacity Ratio (X)0.155 0.550 0.550 0.063 0.305 0.307 0.207 0.000 0.617 0.296 0.000 0.682 Available Capacity (ca), veh/h 750 899 876 574 899 866 204 370 220 362 Back of Queue (Q), veh/ln 0.6 5.9 5.8 0.2 2.8 2.7 0.6 3.3 1.0 3.7 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 5.6 13.9 13.9 6.4 12.0 12.0 33.4 28.1 33.1 28.5 Incremental Delay (d2), s/veh 0.0 2.4 2.5 0.0 0.9 0.9 0.2 0.0 1.4 0.3 0.0 3.1 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 0.0 0.0 Control Delay (d), s/veh 5.7 16.3 16.4 6.4 12.9 12.9 33.6 29.5 33.4 31.6 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 15.2 B 12.5 B 30.1 C 31.9 C Intersection Delay s/veh / LOS 18.2 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A 0.9 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:56:08 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Duration, h 0.25 Analyst Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PHF 1.00 Intersection Cottonwood & Huffine PM Analysis Year Analysis Period 1> 7:00 File Name CottonwoodPM.xus Project Description Spring Creek Lot 4 - 2013 PM Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 204 784 36 72 760 92 100 96 28 120 108 84 Signal Information Green Yellow Red 14.4 30.0 15.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 18.4 36.0 18.4 36.0 19.6 19.6 19.6 19.6 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 5.6 3.2 15.0 15.0 12.7 12.7 Green Extension Time (ge),s 0.2 0.0 0.0 0.0 0.6 0.6 0.7 0.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.35 0.35 0.09 0.09 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 204 413 407 72 434 418 100 0 124 120 0 192 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1870 1882 1900 1828 1210 0 1826 1287 0 1761 Queue Service time (gs ), s 3.6 12.2 12.2 1.2 13.0 13.0 5.9 0.0 4.3 6.4 0.0 7.1 Cycle Queue Clearance Time (gc), s 3.6 12.2 12.2 1.2 13.0 13.0 13.0 0.0 4.3 10.7 0.0 7.1 Capacity (c), veh/h 619 772 760 632 772 743 236 385 295 371 Volume-to-Capacity Ratio (X)0.329 0.535 0.535 0.114 0.562 0.563 0.424 0.000 0.322 0.407 0.000 0.517 Available Capacity (ca), veh/h 620 772 760 633 772 743 308 493 372 476 Back of Queue (Q), veh/ln 1.2 5.5 5.4 0.4 5.9 5.7 1.7 1.8 2.1 2.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 8.3 16.7 16.7 7.3 16.9 16.9 31.6 24.7 29.2 25.9 Incremental Delay (d2), s/veh 0.1 2.7 2.7 0.0 3.0 3.1 0.4 0.0 0.2 0.3 0.0 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 0.0 0.0 Control Delay (d), s/veh 8.4 19.3 19.4 7.3 19.9 20.0 32.1 24.9 29.6 26.3 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 17.2 B 18.9 B 28.1 C 27.5 C Intersection Delay s/veh / LOS 20.1 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.3 A 1.2 A 0.9 A 1.0 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 7:56:48 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Fallon 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)12 128 52 60 468 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 12 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)12 40 64 36 60 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 40 64 36 60 36 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 v (veh/h)12 60 132 116 C (m) (veh/h)1093 1408 338 402 v/c 0.01 0.04 0.39 0.29 95% queue length 0.03 0.13 1.80 1.18 Control Delay (s/veh)8.3 7.7 22.3 17.5 LOS A A C C Approach Delay (s/veh)----22.3 17.5 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k9ADD.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Spring Creek East/West Street: Fallon 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)32 208 32 12 180 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)32 208 32 12 180 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 4 24 84 16 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 4 24 84 16 8 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue 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)32 12 108 36 C (m) (veh/h)1398 1339 467 666 v/c 0.02 0.01 0.23 0.05 95% queue length 0.07 0.03 0.89 0.17 Control Delay (s/veh)7.6 7.7 15.0 10.7 LOS A A C B Approach Delay (s/veh)----15.0 10.7 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:00 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k852.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Garden Grove East/West Street: Babcock 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)24 184 16 16 332 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 184 16 16 332 24 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 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 1 1 56 8 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 1 1 56 8 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 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)24 16 56 9 1 2 C (m) (veh/h)1214 1384 500 419 361 540 v/c 0.02 0.01 0.11 0.02 0.00 0.00 95% queue length 0.06 0.04 0.38 0.07 0.01 0.01 Control Delay (s/veh)8.0 7.6 13.1 13.8 15.0 11.7 LOS A A B B B B Approach Delay (s/veh)----13.2 12.8 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 7:58 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kC263.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year Existing Traffic 2013 Project Description Garden Grove East/West Street: Babcock 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)8 236 60 12 200 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 236 60 12 200 4 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 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 28 28 1 52 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 28 28 1 52 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)8 12 28 53 4 32 C (m) (veh/h)1380 1277 533 798 400 838 v/c 0.01 0.01 0.05 0.07 0.01 0.04 95% queue length 0.02 0.03 0.17 0.21 0.03 0.12 Control Delay (s/veh)7.6 7.8 12.1 9.8 14.1 9.5 LOS A A B A B A Approach Delay (s/veh)----10.6 10.0 Approach LOS ----B A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 7:59 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k2492.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period AM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)4 968 576 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 968 0 0 576 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 4 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)4 4 C (m) (veh/h)1001 752 v/c 0.00 0.01 95% queue length 0.01 0.02 Control Delay (s/veh)8.6 9.8 LOS A A Approach Delay (s/veh)----9.8 Approach LOS ----A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:02 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k49B6.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period Intersection Huffine & Resort Jurisdiction MDT Analysis Year Existing 2013 Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)7 892 924 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)7 892 0 0 924 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 1 Configuration L T T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)5 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 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 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)7 5 C (m) (veh/h)743 604 v/c 0.01 0.01 95% queue length 0.03 0.03 Control Delay (s/veh)9.9 11.0 LOS A B Approach Delay (s/veh)----11.0 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:03 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k9CD8.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period AM Peak PHF 1.00 Intersection Huffine & Furguson Analysis Year With Dev.Analysis Period 1> 7:00 File Name Fergusam.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 180 788 454 112 294 132 Signal Information Green Yellow Red 47.0 32.0 0.0 0.0 0.0 0.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 2 2 1 6 0 4 4 Case Number 6.0 6.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 90.0 90.0 0.0 90.0 0.0 37.0 37.0 Change Period, (Y+Rc), s 6.0 6.0 0.0 6.0 0.0 5.0 5.0 Max Allow Headway (MAH), s 0.0 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 34.0 34.0 Green Extension Time (ge),s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 Max Out Probability 1.00 1.00 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 180 788 0 0 454 112 0 294 0 132 Adjusted Saturation Flow Rate (s), veh/h/ln 990 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 10.9 12.0 0.0 0.0 6.2 3.2 0.0 11.3 32.0 5.2 Cycle Queue Clearance Time (gc), s 17.1 12.0 0.0 0.0 6.2 3.2 0.0 11.3 32.0 5.2 Capacity (c), veh/h 529 1889 1889 841 643 0 573 Volume-to-Capacity Ratio (X)0.340 0.417 0.000 0.000 0.240 0.133 0.000 0.457 0.000 0.231 Available Capacity (ca), veh/h 529 1889 1889 841 643 0 573 Back of Queue (Q), veh/ln 2.6 4.7 2.4 1.2 4.7 1.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 16.4 13.1 11.7 11.0 22.3 0.0 20.4 Incremental Delay (d2), s/veh 1.7 0.7 0.0 0.0 0.3 0.3 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 18.2 13.8 12.0 11.4 22.5 0.0 20.4 Level of Service (LOS)B B B B C C Approach Delay, s/veh / LOS 14.6 B 11.9 B 0.0 21.9 C Intersection Delay s/veh / LOS 15.4 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.3 A 1.0 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:28:38 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PM Peak PHF 1.00 Intersection Ferguson & Huffine Analysis Year Analysis Period 1> 7:00 File Name Ferguspm.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 104 788 965 364 259 116 Signal Information Green Yellow Red 13.0 41.0 30.0 0.0 0.0 0.0 3.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Cycle, s 97.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 0 4 4 Case Number 1.0 4.0 0.0 3.0 0.0 9.0 9.0 Phase Duration, s 16.0 97.0 0.0 81.0 0.0 34.0 34.0 Change Period, (Y+Rc), s 3.0 6.0 0.0 6.0 0.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 0.0 0.0 0.0 2.9 2.9 Queue Clearance Time (gs),s 3.6 32.0 32.0 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 Max Out Probability 0.00 1.00 1.00 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 104 788 0 0 965 364 0 259 0 116 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1809 0 0 1809 1610 0 1810 0 1610 Queue Service time (gs ), s 1.6 11.1 0.0 0.0 20.4 16.4 0.0 11.2 30.0 5.2 Cycle Queue Clearance Time (gc), s 1.6 11.1 0.0 0.0 20.4 16.4 0.0 11.2 30.0 5.2 Capacity (c), veh/h 326 2126 1529 681 560 0 498 Volume-to-Capacity Ratio (X)0.319 0.371 0.000 0.000 0.631 0.535 0.000 0.463 0.000 0.233 Available Capacity (ca), veh/h 326 2126 1529 681 560 0 498 Back of Queue (Q), veh/ln 1.7 4.3 8.8 6.5 4.8 2.0 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 20.7 10.5 22.0 20.9 27.0 0.0 24.9 Incremental Delay (d2), s/veh 0.2 0.5 0.0 0.0 2.0 3.0 0.0 0.2 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 20.9 11.0 24.0 23.9 27.2 0.0 25.0 Level of Service (LOS)C B C C C C Approach Delay, s/veh / LOS 12.2 B 24.0 C 0.0 26.5 C Intersection Delay s/veh / LOS 20.3 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 0.7 A 1.7 A 2.9 C 2.9 C Bicycle LOS Score / LOS 1.2 A 1.6 A F Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:30:16 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)64 116 88 48 316 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)64 116 88 48 316 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 66 60 12 20 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 66 60 12 20 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 LTR LTR LTR LTR v (veh/h)64 48 92 74 C (m) (veh/h)1251 1380 338 634 v/c 0.05 0.03 0.27 0.12 95% queue length 0.16 0.11 1.08 0.39 Control Delay (s/veh)8.0 7.7 19.6 11.4 LOS A A C B Approach Delay (s/veh)----19.6 11.4 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:34 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k8876.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon St. North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)160 396 4 12 292 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)160 396 4 12 292 4 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 4 159 4 16 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 4 159 4 16 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 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 LTR LTR LTR LTR v (veh/h)160 12 32 179 C (m) (veh/h)1277 1170 239 543 v/c 0.13 0.01 0.13 0.33 95% queue length 0.43 0.03 0.46 1.43 Control Delay (s/veh)8.2 8.1 22.4 14.9 LOS A A C B Approach Delay (s/veh)----22.4 14.9 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:35 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kE835.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)12 128 52 60 468 25 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)12 128 52 60 468 25 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)16 50 64 36 90 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)16 50 64 36 90 36 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 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)12 60 36 126 130 C (m) (veh/h)1081 1408 212 372 364 v/c 0.01 0.04 0.17 0.34 0.36 95% queue length 0.03 0.13 0.60 1.47 1.58 Control Delay (s/veh)8.4 7.7 25.4 19.6 20.3 LOS A A D C C Approach Delay (s/veh)----20.9 20.3 Approach LOS ----C C Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:33 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kB422.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Ferguson Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock North/South Street: Ferguson Ave Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)48 380 92 88 256 27 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)48 380 92 88 256 27 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)29 67 28 36 74 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)29 67 28 36 74 72 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 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR v (veh/h)48 88 36 146 124 C (m) (veh/h)1291 1100 142 319 207 v/c 0.04 0.08 0.25 0.46 0.60 95% queue length 0.12 0.26 0.95 2.29 3.38 Control Delay (s/veh)7.9 8.6 38.8 25.5 45.4 LOS A A E D E Approach Delay (s/veh)----28.1 45.4 Approach LOS ----D E Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:34 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k1344.tmp 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period AM Peak Hour PHF 1.00 Intersection Cottonwood & Huffine AM Analysis Year With Dev.Analysis Period 1> 7:00 File Name CottonwoodAM.xus Project Description Spring Creek Lot 4 - With Dev, Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 116 939 72 39 496 56 36 165 44 56 140 76 Signal Information Green Yellow Red 11.6 35.0 13.4 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 15.6 41.0 15.6 41.0 17.4 17.4 17.4 17.4 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 3.8 2.6 12.5 12.5 13.2 13.2 Green Extension Time (ge),s 0.1 0.0 0.0 0.0 0.3 0.3 0.3 0.3 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 1.00 1.00 1.00 1.00 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 116 512 499 39 280 272 36 0 209 56 0 216 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1852 1882 1900 1832 1184 0 1831 1191 0 1787 Queue Service time (gs ), s 1.8 14.4 14.4 0.6 6.7 6.8 2.2 0.0 7.8 3.4 0.0 8.3 Cycle Queue Clearance Time (gc), s 1.8 14.4 14.4 0.6 6.7 6.8 10.5 0.0 7.8 11.2 0.0 8.3 Capacity (c), veh/h 736 899 876 555 899 867 179 332 188 325 Volume-to-Capacity Ratio (X)0.158 0.569 0.569 0.070 0.312 0.314 0.201 0.000 0.629 0.298 0.000 0.666 Available Capacity (ca), veh/h 736 899 876 555 899 867 204 371 213 362 Back of Queue (Q), veh/ln 0.6 6.2 6.1 0.2 2.8 2.8 0.6 3.5 1.0 3.7 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 5.8 14.1 14.1 6.7 12.0 12.1 33.1 28.0 33.1 28.2 Incremental Delay (d2), s/veh 0.0 2.6 2.7 0.0 0.9 0.9 0.2 0.0 1.8 0.3 0.0 2.8 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 0.0 0.0 Control Delay (d), s/veh 5.8 16.7 16.7 6.7 12.9 13.0 33.3 29.8 33.5 31.0 Level of Service (LOS)A B B A B B C C C C Approach Delay, s/veh / LOS 15.6 B 12.6 B 30.3 C 31.5 C Intersection Delay s/veh / LOS 18.3 B MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.0 A 0.9 A 0.9 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:26:39 AM 2010 HCS Signalized Intersection Results Summary General Information Intersection Information Agency Abelin Traffic Duration, h 0.25 Analyst RLA Analysis Date Feb 21, 2012 Area Type Other Jurisdiction Time Period PM Peak PHF 1.00 Intersection Cottonwood & Huffine Analysis Year With Dev.Analysis Period 1> 7:00 File Name CottonwoodPM.xus Project Description Spring Creek Lot 4 Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 204 842 36 88 826 92 100 111 28 120 108 84 Signal Information Green Yellow Red 14.4 30.0 15.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 2.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 Cycle, s 74.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 8 4 4 Case Number 1.1 4.0 1.1 4.0 6.0 6.0 6.0 6.0 Phase Duration, s 18.4 36.0 18.4 36.0 19.6 19.6 19.6 19.6 Change Period, (Y+Rc), s 4.0 6.0 4.0 6.0 4.0 4.0 4.0 4.0 Max Allow Headway (MAH), s 2.8 0.0 2.8 0.0 3.2 3.2 3.2 3.2 Queue Clearance Time (gs),s 5.6 3.5 15.0 15.0 13.3 13.3 Green Extension Time (ge),s 0.2 0.0 0.1 0.0 0.6 0.6 0.7 0.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.00 0.00 0.36 0.36 0.14 0.14 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 204 442 436 88 467 451 100 0 139 120 0 192 Adjusted Saturation Flow Rate (s), veh/h/ln 1882 1900 1872 1882 1900 1833 1210 0 1834 1270 0 1761 Queue Service time (gs ), s 3.6 13.3 13.3 1.5 14.3 14.3 5.9 0.0 4.8 6.6 0.0 7.1 Cycle Queue Clearance Time (gc), s 3.6 13.3 13.3 1.5 14.3 14.3 13.0 0.0 4.8 11.3 0.0 7.1 Capacity (c), veh/h 598 772 761 612 772 745 236 387 284 372 Volume-to-Capacity Ratio (X)0.341 0.573 0.573 0.144 0.605 0.605 0.423 0.000 0.359 0.423 0.000 0.517 Available Capacity (ca), veh/h 599 772 761 613 772 745 308 496 359 476 Back of Queue (Q), veh/ln 1.2 6.0 6.0 0.5 6.5 6.3 1.7 2.0 2.2 2.9 Overflow Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Storage Ratio (RQ)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Uniform Delay (d1), s/veh 8.7 17.0 17.0 7.6 17.3 17.3 31.6 24.9 29.7 25.9 Incremental Delay (d2), s/veh 0.1 3.1 3.1 0.0 3.5 3.6 0.4 0.0 0.2 0.4 0.0 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 0.0 0.0 Control Delay (d), s/veh 8.8 20.1 20.1 7.6 20.8 20.9 32.0 25.1 30.1 26.3 Level of Service (LOS)A C C A C C C C C C Approach Delay, s/veh / LOS 18.0 B 19.7 B 28.0 C 27.8 C Intersection Delay s/veh / LOS 20.7 C MultiModal Results EB WB NB SB Pedestrian LOS Score / LOS 2.3 B 2.3 B 2.8 C 2.8 C Bicycle LOS Score / LOS 1.4 A 1.3 A 0.9 A 1.0 A Copyright © 2010 University of Florida, All Rights Reserved HCS 2010™ Version 6.1 Generated: 6/5/2013 8:27:23 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon 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)40 141 36 43 276 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)40 141 36 43 276 36 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 0 4 24 8 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 0 4 24 8 24 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 v (veh/h)40 43 56 12 C (m) (veh/h)1260 1411 504 447 v/c 0.03 0.03 0.11 0.03 95% queue length 0.10 0.09 0.37 0.08 Control Delay (s/veh)8.0 7.6 13.0 13.3 LOS A A B B Approach Delay (s/veh)----13.0 13.3 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:32 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k88F5.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Fallon / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Fallon 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)32 222 32 61 180 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)32 222 32 61 180 8 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)8 4 24 84 16 63 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 4 24 84 16 63 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 v (veh/h)32 61 163 36 C (m) (veh/h)1398 1323 468 576 v/c 0.02 0.05 0.35 0.06 95% queue length 0.07 0.14 1.54 0.20 Control Delay (s/veh)7.6 7.9 16.7 11.7 LOS A A C B Approach Delay (s/veh)----16.7 11.7 Approach LOS ----C B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:33 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k36C5.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period AM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Spring Creek East/West Street: Babcock 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)24 196 16 16 367 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)24 196 16 16 367 24 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 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)1 1 1 56 8 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)1 1 1 56 8 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 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)24 16 56 9 1 2 C (m) (veh/h)1179 1370 476 395 334 514 v/c 0.02 0.01 0.12 0.02 0.00 0.00 95% queue length 0.06 0.04 0.40 0.07 0.01 0.01 Control Delay (s/veh)8.1 7.7 13.6 14.3 15.8 12.0 LOS A A B B C B Approach Delay (s/veh)----13.7 13.3 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:31 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kB0AA.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5-29-13 Analysis Time Period PM Peak Hour Intersection Babcock / Cottonwood Jurisdiction MDT / City of Bozeman Analysis Year With Development Project Description Garden Grove East/West Street: Babcock 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)8 291 60 12 249 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)8 291 60 12 249 4 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 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)4 4 28 28 1 52 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)4 4 28 28 1 52 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)8 12 28 53 4 32 C (m) (veh/h)1324 1219 468 742 335 792 v/c 0.01 0.01 0.06 0.07 0.01 0.04 95% queue length 0.02 0.03 0.19 0.23 0.04 0.13 Control Delay (s/veh)7.7 8.0 13.2 10.2 15.9 9.7 LOS A A B B C A Approach Delay (s/veh)----11.2 10.4 Approach LOS ----B B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:32 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k1F76.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period AM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year With Development Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)53 968 576 63 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)53 968 0 0 576 63 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)21 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 21 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)53 21 C (m) (veh/h)955 725 v/c 0.06 0.03 95% queue length 0.18 0.09 Control Delay (s/veh)9.0 10.1 LOS A B Approach Delay (s/veh)----10.1 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:35 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2k5D29.tmp TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co.Abelin Traffic Services Date Performed 5/31/2013 Analysis Time Period PM Peak Hour Intersection Huffine & Resort Jurisdiction MDT Analysis Year With Development Project Description Spring Creek East/West Street: Huffine Lane North/South Street: Resort Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h)124 892 1081 124 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)124 892 0 0 1081 124 Percent Heavy Vehicles 0 ----0 ---- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h)125 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR (veh/h)0 0 0 0 0 125 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%)0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (veh/h)124 125 C (m) (veh/h)586 503 v/c 0.21 0.25 95% queue length 0.79 0.97 Control Delay (s/veh)12.8 14.5 LOS B B Approach Delay (s/veh)----14.5 Approach LOS ----B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/5/2013 8:36 AM Page 1 of 1Two-Way Stop Control 6/5/2013file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2kAE48.tmp APPENDIX D Turn-Lane Warrants