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HomeMy WebLinkAbout16 - Traffic Impact Study - New Bozeman High School (Cottonwood)TRAFFIC IMPACT STUDY for NEW BOZEMAN HIGH SCHOOL Bozeman, Montana Prepared for TD&H ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 January 31, 2016 TRAFFIC IMPACT STUDY for NEW BOZEMAN HIGH SCHOOL Bozeman, Montana Prepared for TD&H ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 January 31, 2016 P.T.O.E. # 259 i TABLE OF CONTENTS PAGE INTRODUCTION 1 SITE LOCATION & DESCRIPTION 1 EXISTING CONDITIONS 4 Streets & Intersections 4 Traffic Volumes 6 Capacity 9 TRIP GENERATION 11 TRIP DISTRIBUTION 14 SITE TRAFFIC ASSIGNMENT 16 TRAFFIC REDISTRIBUTION 17 INITIAL OPERATION 2020 IMPACTS 17 Traffic Volumes 17 Capacity 20 FUTURE OPERATION 2035 IMPACTS 23 Traffic Volumes 23 Capacity 26 HIGH SCHOOL ACCESS & CIRCULATION 29 RECOMMENDATIONS 30 APPENDIX A – Traffic Volume Counts APPENDIX B–1 Existing Intersection Capacity Calculations APPENDIX B-2 Initial Operations Year 2020 Capacity Calculations APPENDIX B-3 Future Operations Year 2035 Capacity Calculations APPENDIX C – Site Traffic Assignment Matrix ii LIST OF TABLES PAGE Table 1. Existing Peak Hour Capacity Analysis Summary 10 Table 2. Bozeman High Schools Trip Generation by Phase 11 Table 3. Bozeman High Schools Pick-up Drop-off Trips by Phase 12 Table 4. Initial High School Operations Year 2020 Capacity Analysis Summary 21 Table 5. Future Year 2035 Capacity Analysis Summary 27 LIST OF FIGURES PAGE Figure 1. New Bozeman High School Location 2 Figure 2. Existing 2016 Traffic Counts AM Hour 7 Figure 3. Existing 2016 Traffic Counts PM Hour 8 Figure 4. New Bozeman High Trip Distribution Percentages 15 Figure 5. Year 2020 Existing Plus New BHS Traffic Peak AM Hour 18 Figure 6. Year 2020 Existing Plus New BHS Traffic Peak PM Hour 19 Figure 7. Year 2035 With New BHS Peak AM Hour Traffic 24 Figure 8. Year 2035 With New BHS Peak PM Hour Traffic 25 Figure 9. Recommended Improvements and Circulation Concepts 32 New Bozeman High School TIS MARVIN & ASSOCIATES 1/30/2017 1 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY INTRODUCTION This report summarizes the findings of a traffic impact study (TIS) for the New Bozeman High School, which will be located on the west end of Bozeman, Montana. Marvin & Associates was retained by TD&H Engineers to provide a TIS in fulfillment of the Bozeman Municipal Code (BMC). The primary purpose of this study was to address specific impacts of the new high school development on the study area’s existing street system. The TIS also provides recommendations regarding the mitigation of any identified impacts. Having reviewed the proposed site plan, Marvin & Associates completed an extensive analysis of existing conditions, addressed trip generation, trip distribution and traffic assignment, and evaluated resulting intersection capacity and safety impacts, prior to making recommendations regarding impact mitigation. Methodologies and analysis procedures within this study employ the latest technology and nationally accepted standards for site development and transportation impact assessment. Because of the specialized nature of this development and the number of localized street construction projects currently in design, several assumptions were required for trip generation estimates and traffic assignment analysis. Recommendations made within this report are based on accepted standards and the professional judgment of the author, with consideration of the traveling public’s interests as a primary objective. SITE LOCATION & DESCRIPTION The New Bozeman High School property is bounded by Flanders Mills Road, on the east; Cottonwood Road, on the west; an extension of Oak Street, on the north; and Durston Road on the south (see Figure 1). The new Bozeman High School is being designed by CTA Architects and the proposed site plan has not yet been finalized. MARVIN & ASSOCIATES 1/30/2017 2 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 3 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY The high school building will front on Oak Street while the remainder of the property south of the structure will accommodate parking lots and sports facilities. Student parking lots will be located on the east side of the property and would be accessed by Flanders Mill Road. High school staff and visitor parking would be located on the west side of the property and would be accessed by Cottonwood Road. Because the site plan is currently under development, analysis related to traffic assignment and access operations was based on a concept that has two accesses on both Flanders Mill Road and Cottonwood Road. Initial opening of the new high school is slated for the fall of 2020. At that time the ne Bozeman High School will have an estimated student population of 650 students. At some point in the future it is anticipated that the student population will reach its design capacity of 1,500 students. Traffic impact analysis was performed for both initial and future conditions within this report. Future conditions were assumed to be in the year 2035 or 15 years after the scheduled opening. Other assumptions regarding traffic impacts on area streets were based on the City of Bozeman’s Capital Improvements Plan (CIP) contained within the new Transportation Plan. Specific projects with completion dates through the year 2020 were assumed to be in-place when the new high school is in its initial operations phase. The assumed street connections and improvements are:  Cottonwood Road - 5 Lane Section from Durston to Oak Street  Flanders Mill Road – 2 Lane Widened Section from Durston to Baxter Lane  Oak Street – 4 Lane Section with Wide Median from Ferguson to Cottonwood  Ferguson Avenue – 2 Lane Section from Baxter Lane to Oak Street  Durston Road – 3 Lane Section from Fowler to Cottonwood  Traffic Signal at Oak Street & Ferguson Avenue MARVIN & ASSOCIATES 1/30/2017 4 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY EXISTING CONDITIONS Streets & Intersections Adjacent and potentially impacted public streets would include: Baxter Lane, Oak Street, Durston Road, Cottonwood Road, Ferguson Avenue, and Flanders Mill Road. Various other area local streets within a one-half mile radius of the site could also potentially realize minor impacts. Six existing intersections would have the greatest potential for impacts. In addition, new street segments that would be constructed by the year 2020 would add two additional intersection and four new arterial road site access intersections that have been analyzed within this study. Baxter Lane is an east-west oriented minor arterial that begins at Jackrabbit Lane, north of the Four Corners area and ends at N. 7th Avenue in Bozeman. Baxter lane has variable pavement widths and varying speed zones along its length. Between N. 19th Avenue and N. 7th Avenue, Baxter is classified by the State as Urban Route 1218. Ferguson Avenue is a north-south oriented collector street, which extends north from Huffine Lane to Oak Street and from Baxter Lane north through the Baxter Meadows Subdivision. The existing intersection of Ferguson Avenue and Oak Street operates as a 90-degree curve, with only northbound and westbound approaches. Ferguson will be extended south from Baxter to Oak Street as a part of the Flanders Mill Subdivision Development. Flanders Mill Road is a paved local road that extends south from Baxter Lane to Durston Road and functions as a collector street due to the lack of north-south connector roadways. A substantial amount of traffic utilizes Flanders Mill Road as a shortcut connection between Baxter and Durston. MARVIN & ASSOCIATES 1/30/2017 5 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Harper Puckett Road is a local county road that extends south from the eastern terminus of Cameron Bridge Road, near I-90, to intersect with Valley Center Road. It then continues south, winding some to the east and coming to an intersection with Baxter Lane at the west edge of the Flanders Mill Subdivision. Construction of Cottonwood Road will connect Harper Puckett Road to Cottonwood Road at Baxter Lane in the future. Durston Road is a principal arterial road, which extends from Love Lane, west of Bozeman, through the center of Bozeman to North Rouse, a distance of approximately 5 miles. Durston Road varies in width along its length and at its numerous intersections within the urban area. Oak Street is a principal street that currently extends from Ferguson Avenue to North Rouse, a distance of approximately 3 miles. It has been constructed to principal arterial standards within the past 10 years and has various widths with multiple lanes and wide medians west of N 19th Avenue. Oak Street will be extended from Ferguson Avenue to a point west of Cottonwood Road in the near future. Cottonwood Road is a north-south arterial roadway that extends from the foothills south of Bozeman to a point north of Durston Road. It currently defines the western boundary of relatively dense urban development within Bozeman. It is a two-lane roadway along most of its length and has curb and gutter sections north and south of Huffine Lane. A traffic signal was recently constructed at its intersection with Durston Road. When Cottonwood Road is extended north to Baxter Lane, it will begin to function as a Principal Arterial Street and provide north-south connectivity through the entire urbanized area. The majority of potentially impacted intersections are currently two-way stop-controlled. The intersections of Durston and Ferguson is all-way stop controlled. The intersection of Durston Road and Cottonwood Road is the only intersection with signal control, MARVIN & ASSOCIATES 1/30/2017 6 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Traffic Volumes TD&H Engineers performed peak hour traffic counts in the am and pm peak hours at three existing intersections and tabulations of those counts can be found in Appendix A of this report. Peak hour traffic counts for the remaining three intersections were available within the current Bozeman Transportation Plan document and were used in this TIS. Figure 2 and 3 on the following page present existing (2016) am and pm peak hour turning movement volumes at potentially impacted intersections. Since two different data sources were used, the counts were balanced between intersections to reflect average conditions on the existing street system. From previous traffic studies in the area, it was determined that the average weekday traffic (AWT) on arterial and collector streets are roughly 10% of the peak pm hour traffic volumes. Figures 2 and 3 do not denote the AWT volumes since the TIS analysis focuses on the peak hours of operation for two future time periods and the impacts associated with high schools typical occur in the peak hours. With minimal traffic being generated by the school over the remainder of the typical day, the difference in AWT volumes is of little value in determining specific traffic impacts Pedestrian activity was not provided in the data from TD&H. However, from previous studies pedestrian activity was found to be mostly insubstantial at all of the intersections except for the intersection of Durston Road and Flanders Mill Road, where an elementary school is located in the northwest corner. Observations within the study area indicate that heavy truck and bicycle traffic, while present at all of the intersections, would not be a significant determinant in the analysis of overall intersection operations. MARVIN & ASSOCIATES 1/30/2017 7 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 8 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 9 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Capacity Peak am and pm hour existing capacity calculations were completed for the six existing potentially impacted intersections using the HCS7 software package (see Appendix B-1). Table 1, on the following page, summarizes the results of the capacity calculations. Measures in the table include control delay (seconds/vehicle), level of service (LOS), volume-to-capacity (v/c) ratio, and 95% queue length. The calculation results showed that all approach movements for each of the potentially impacted intersections currently operate at or above a LOS “C”, with the exception of the Durston Road and Ferguson Avenue intersection. All of the approaches at that intersection operate at LOS “B” in the am hour except for the eastbound left-turn movement which operates at LOS “D”. In the pm hour all of the approaches operate at LOS “C” except for the eastbound left-turn lane, which operates at LOS “F” and vehicle queues in that lane are calculated to be 11 vehicles. Signal warrant analysis in the 2012 TIS for Flanders Mill Subdivision indicated that two of the nine MUTCD traffic signal warrants were met at the Durston Road and Ferguson Avenue intersection. The Bozeman CIP schedule indicates that the signal or roundabout would be constructed in 2018. MARVIN & ASSOCIATES 1/30/2017 10 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY L LR Control Delay (s/veh)7.5 10.5 LOS A B V/C Ratio 0.01 0.11 Queue Length (95%)0 1 L LR Control Delay (s/veh)7.7 11.1 LOS A B V/C Ratio 0.01 0.08 Queue Length (95%)0 1 L LR Control Delay (s/veh)7.9 11.2 LOS A B V/C Ratio 0.07 0.20 Queue Length (95%)1 1 L LR Control Delay (s/veh)8.0 14.0 LOS A B V/C Ratio 0.09 0.32 Queue Length (95%)1 2 LR L Control Delay (s/veh)8.6 7.3 LOS A A V/C Ratio 0.05 0.01 Queue Length (95%)1 0 LR L Control Delay (s/veh)8.5 7.3 LOS A A V/C Ratio 0.02 0.03 Queue Length (95%)1 1 LT TR L TR LTR LTR Control Delay (s/veh)5.0 21.6 9.2 15.1 24.3 22.2 LOS A C A B C C V/C Ratio 0.01 0.63 0.35 0.25 0.41 0.09 Queue Length (95%)0 7 3 5 4 1 LT TR L TR LTR LTR Control Delay (s/veh)5.8 17.7 7.5 18.4 28.3 22.1 LOS A B A B C C V/C Ratio 0.01 0.44 0.30 0.49 0.63 0.08 Queue Length (95%)0 6 2 9 5 1 L LR Control Delay (s/veh)8.7 17.3 LOS A C V/C Ratio 0.10 0.38 Queue Length (95%)1 2 L LR Control Delay (s/veh)9.0 16.3 LOS A C V/C Ratio 0.14 0.35 Queue Length (95%)1 2 LT R LTR LTR LTR Control Delay (s/veh)27.2 10.8 13.1 12.2 12.4 LOS D B B B B V/C Ratio 0.75 0.27 0.47 0.41 0.45 Queue Length (95%)7 2 3 2 3 LT R LTR LTR LTR Control Delay (s/veh)56.3 12.0 21.0 21.0 23.5 LOS F B C C C V/C Ratio 0.01 0.44 0.09 0.03 0.09 Queue Length (95%)11 1 5 5 6 OVERALL Durston Road and Ferguson Avenue Peak PM Hour 29.7 D OVERALL Durston Road and Ferguson Avenue Peak AM Hour 16.3 C Durston Road and Flanders Mill Road Peak PM Hour A Movement Group Overall LOS Durston Road and Flanders Mill Road Peak AM Hour B Overall LOS Movement Group Movement Group Movement Group Movement Group Cottonwood Road & Annie Street Peak AM Hour Movement Group Movement Group OVERALL Cottonwood Road & Durston Road Peak PM Hour 18.3B 0.57 OVERALL Cottonwood Road & Durston Road Peak AM Hour 18.6 B 0.57 Cottonwood Road & Annie Street Peak PM Hour Movement Group A Overall LOS A Overall LOS A Overall LOS A Overall LOS A Movement Group Baxter Lane & Flanders Mill Road Peak AM Hour Movement Group Intersection Overall LOS A Overall LOS Table 1. Existing Peak Hour Capacity Analysis Summary Movement Group Baxter Lane & Harper Puckett Road Peak PM Hour Movement Group Baxter Lane & Harper Puckett Road Peak AM Hour Baxter Lane & Flanders Mill Road Peak PM Hour Intersection MOE EB WB NB SB MARVIN & ASSOCIATES 1/30/2017 11 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY TRIP GENERATION The ITE Trip Generation Report, 9TH Edition provides trip generation rates for high schools, but there are wide variations in rates and low correlation factors. Since most of studies were conducted more than 10 years ago and in predominantly warm climates, it was decided to use local generation rates. An intensive study of the existing Bozeman High School facilities was completed in 2016. The study identified distinctive trip generation characteristics that are easily transferable to the new high school. Table 2 shows the trip generation estimates that would be associated with both the existing high school and the new high school for future phases of development. An assessment of trip generation using the ITE trip generation rates were made and it was determined that the traffic counts were at least twice as great as the ITE rates. The reason for this is probably that the average rates in ITE came from samples that are 10 years old or more. This has been a common situation for most schools because of a tremendous increase in pick-up and drop-off rates that have occurred over the past 10 years. The gross number of average weekday trips (AWT) for full occupancy of the new school development was projected to be approximately 4,740 and the initial occupancy of the No. of Rate Total Total Total Land Use Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Existing High School 2140 Students 1 6762 2 1370 918 452 3 1091 436 655 Year 2020 New School Opening Existing High School 1750 Students 1 5530 2 1120 750 370 3 893 357 536 New High School 650 Students 1 2054 2 416 279 137 3 332 133 199 Maximum Future Capacity Existing High School 1500 Students 1 4740 2 960 643 317 3 765 306 459 New High School 1500 Students 1 4740 2 960 643 317 3 765 306 459 1 - (T) = 3.16(X)2 - T = 0.64(X)(71% Enter)3 - T=0.51(X) (38% Enter) Base on Traafic Counts at Existing Bozeman High School Novemeber 2016 Table 2. Bozeman High Schools Trip Generation by Phase Peak AM HourAve. Weekday School PM Hour MARVIN & ASSOCIATES 1/30/2017 12 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY school would be approximately 2,054. The a.m. peak period would be the highest peak hour in the day with a maximum of 960 trips (643 entering and 317 exiting the site). The difference between entering and exiting trips in the am hour accounts for students, school employees, and staff that enter the site, but don’t typically exit the site until the peak pm hour. During the am peak hour, most traffic enters and exits the site in a very short period since parents are dropping off students. The second highest peak hour is the school pm peak hour, which typically occurs between 3:15 and 4:15 pm, with the maximum being 765 trips with 306 entering and 459 exiting the site. During this period of the day, many vehicles arrive over a 20 to 25 minute period beginning prior to dismissal time. Once school is dismissed, vehicles exit the site as fast as capacity of the access facilities will allow. This is the period of time when vehicles need to be stored on-site or at locations that do not impact through traffic flows. Table 3 presents the number of pick-up and drop-off trips that would be associated with the existing and new high schools. Table 3 trips are already included in the total trips found in Table 2 and are separated for the purpose of estimating vehicle storage requirements for the pick-up and drop-off operations. Total Total Trips Enter Exit Trips Enter Exit Existing High School 890 445 445 864 432 432 Year 2020 New School Opening Existing High School 728 364 364 707 354 354 New High School 270 135 135 263 132 132 Maximum Future Capacity Existing High School 624 312 312 606 303 303 New High School 624 312 312 606 303 303 Peak AM Hour School PM Hour Table 3. Bozeman High Schools Pick-up Drop-off Trips by Phase MARVIN & ASSOCIATES 1/30/2017 13 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Land use developments typically produce multi-modal trips that include pedestrian, bicycle, and transit trips, in addition to other vehicular trips. When evaluating vehicular impacts, these non-vehicular and transit-related types of trips can often be considered negligible in terms of their potential impacts on site access points. The New High School would be in close proximity to existing and future residential developments and normally bicycle and pedestrian trip modes would be a high percentage of total trip generation. As the surrounding area develops in the future, more alternative pedestrian and bicycle trips will occur and the vehicular demand will drop. However, no adjustments for future conditions were estimated or incorporated into trip generation numbers. Since the trip generation rates were based on the existing high school, which has a busing program. The trip rates already include bus trips in the total number of vehicles. Thus, separate consideration of public transit system relevant to this site was not pursued. Trip generation potential can be further refined by determining the number of “new” external trips that would appear, as vehicular traffic, at development access points. It is common that, for developments which contain multiple land uses and/or complementary facilities, a portion of trips that would have origins or destinations at such facilities are captured internally. These trips are part of the total trip generation number, but do not have origins or destinations external to the development site, and as such, do not have an impact on the traffic network external to the development. These types of trips are known as “Internal Capture Trips” (ICT). Because the school complex is a stand-alone trip attractor, ICT is not considered a component of this development’s trip characteristics. Trips can also be classified into separate categories such as primary purpose, diverted link, or passerby purpose trips. Primary purpose trips are trips for which the development is a primary destination from any particular origin. Diverted link trips are trips made to a development as a secondary destination that must be diverted from a path between the origin and primary destination. Passerby trips are also trips made to a development as a MARVIN & ASSOCIATES 1/30/2017 14 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY secondary destination, but without a diversion from the primary trip path (i.e., a stop on the way home from work). Passerby trips do not represent “new” trips added to the adjacent street system. Thus, site generated passerby trips must be considered as new external trips (movements) at the site approach or approaches, but do not appear as new trips on the adjacent street system. For this development, passerby trips for vehicles in the am peak hour are anticipated, but no adjustments to external trip numbers were made. Rather, adjustments to traffic assignment patterns were made to account for passerby trips at the access points in the am hour. TRIP DISTRIBUTION There are various methods available for determining the directional distribution of trips to and from site developments. For developments within a large urbanized area, the task is best accomplished through the creation of a computerized transportation model of the urban street system, which includes the proposed development changes. When the creation of a model is not feasible, realistic estimates can be made by determining the distribution of existing traffic volumes on the surrounding street system. The existing distribution can then be applied to newly generated trips, with adjustments made based upon the likely trip origins and destinations associated with the particular development land use or uses. For the New Bozeman, High School directional distribution of trips is based on a geographical area of influence in which the high school attracts most trips from traditional trip production centers (i.e. residential areas). With potential for students to be located throughout the urban area, an estimation of the approximate school boundaries was made and 16 large polygon areas were plotted on aerial photos of the urban area. The polygon boundaries were defined by direction of access on the entire street system and approximate population densities were estimated within the polygons. The percentage population of each polygon was calculated based on the entire population and applied to street links accessing the site. Figure 4 presents the resulting percentage trip distribution on the study street system for initial and future operations. MARVIN & ASSOCIATES 1/30/2017 15 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 16 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Overall, approximately 32% of the trips would be to and from the south; 32% would be to and from the east; 19% would be to and from the north; and the remaining 17% would be to and from the west. The percentages shown in Figure 4 would branch out onto other streets at distances farther from the site and the percentage of total trips on the Figure 4 streets would be diluted substantially at intersections located more than a mile from the subdivision. The percentage trip distributions shown in Figure 4 were used in the calculation of site traffic assignments on the surrounding street system. SITE TRAFFIC ASSIGNMENT The assignment of site traffic to a development’s street system and site access points is dependent upon several factors. Two such factors are external directional distribution and localized operational site conditions (i.e., the site access and circulation patterns). The combined calculation of demand and least time accessibility are then used to estimate likely movement volumes at each individual access point. Turning movements at each access point were then calculated through the application of the distribution to full development vehicular trip generation totals. For the New Bozeman High School, the aforementioned access points consist of 4 new street accesses, 2 on Cottonwood Road and 2 on Flanders Mill Road. These accesses would serve to distribute newly generated trips from the New Bozeman High School to and from external origins and destinations. The directional distributions illustrated in Figure 4 in combination with access operations and least time access conditions were used to assign site generated traffic. Spread sheet models were developed for am and pm hour conditions for both year 2020 initial operation and future year 2035 trip generation estimates (see Appendix C). Algorithms within the model rely on directional distribution percentages at remote entry corridors and access splits surrounding the school site. MARVIN & ASSOCIATES 1/30/2017 17 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY TRAFFIC REDISTRIBUTION Prior to applying site traffic assignments to the existing street system, it was necessary to redistribute existing traffic onto the new arterial street extensions. Redistributed traffic was calculated by determining existing directional traffic flows that enter and exit the area bounded by Baxter Lane, Oak Street, Ferguson Avenue, Cottonwood Road, Durston Road, and Flanders Mill Road. Existing traffic flows to and from external origins and destinations in all directions were routed through the study area and traffic volumes for each route were calculated. Travel time comparisons were made for existing routes and the new routes created by the new street links. Whenever travel times were lower for routes using the new street extensions, traffic volumes associated that route were reassigned to the new route. Traffic volumes were essentially subtracted from one street and added to another all along each route. All of the reassigned traffic for each route was totaled and the resultant reassignments were applied to existing traffic flows. For future conditions in the year 2035, a previous Oak Street corridor study was completed by Marvin & Associates in 2015. The results of that study in combination with the redistribution analysis was used to determine year 2035 traffic volumes on the future street system associated within the New Bozeman High School study area. INITIAL OPERATION 2020 IMPACTS Traffic Volumes Figures 5 and 6, on the following pages, illustrate the peak am and pm hour traffic volumes that would exist in the year 2020 given traffic projections for new streets and projected traffic assignments related to initial operations of the proposed high school. In comparing volumes in these figures to existing volumes illustrated in Figures 2 and 3, it can be seen that some streets would have appreciable increases while volumes on other streets would actually be less. MARVIN & ASSOCIATES 1/30/2017 18 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 19 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 20 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY The addition of new streets creates travel alternatives which would result in less travel demand on the existing street network. It should also be noted that the year 2020 traffic projections contained in Figures 5 and 6 include a 10% increase in the year 2016 traffic counts. Even with the 10% increase in traffic demand and additional traffic demand generated by the new high school, the overall traffic volume impacts on existing streets would appear to be positive in nature. Capacity Table 4, on the following pages, presents capacity analysis results for existing/redistributed plus site generated traffic at potentially impacted intersections. Capacity calculations can be found in Appendix B-2 of this report and were based on all CIP street and intersection improvements being in-place by the year 2020. The addition of site development traffic and redistribution of existing traffic to the 2020 arterial street network would actually mitigate any impacts that might have occurred if none of the improvements were complete. Thus, Table 4 can be considered a summary evaluation of the planned improvements’ efficiency with the New Bozeman High School in its initial operating mode. All of the intersections and all of the approach movements would operate at LOS “C” or better in 2020 given the assumptions used in the calculations. The four school accesses would all operate at LOS “B” or better. If for any reason, any of the planned improvements are not in-place by the year 2020, it is conjectured that the only potential concern would be the intersection of Durston Road and Ferguson Avenue. Without geometric improvements and a traffic signal at that intersection, traffic could suffer long delays. MARVIN & ASSOCIATES 1/30/2017 21 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY L LR Control Delay (s/veh)7.6 11.2 LOS A B V/C Ratio 0.01 0.17 Queue Length (95%)0 1 L LR Control Delay (s/veh)7.8 11.9 LOS A B V/C Ratio 0.01 0.13 Queue Length (95%)0 1 L LR Control Delay (s/veh)7.9 11.1 LOS A B V/C Ratio 0.05 0.15 Queue Length (95%)1 1 L LR Control Delay (s/veh)7.9 14.1 LOS A B V/C Ratio 0.05 0.30 Queue Length (95%)1 2 LT TR L TR L TR L TR Control Delay (s/veh)10.3 23.4 12.1 21.8 18.5 30.0 18.5 28.4 LOS B C B C B C B C V/C Ratio 0.06 0.48 0.38 0.32 0.07 0.40 0.05 0.19 Queue Length (95%)2 8 4 7 2 7 1 2 LT TR L TR L TR L TR Control Delay (s/veh)11.3 23.6 12.5 24.8 19.0 29.5 18.5 28.1 LOS B C B C B C B C V/C Ratio 0.07 0.50 0.43 0.57 0.16 0.33 0.05 0.14 Queue Length (95%)1 6 4 10 3 5 1 2 L LR Control Delay (s/veh)9.0 14.7 LOS A B V/C Ratio 0.13 0.30 Queue Length (95%)1 2 L LR Control Delay (s/veh)8.6 16.6 LOS A C V/C Ratio 0.06 0.41 Queue Length (95%)1 2 L TR L TR LTR LTR Control Delay (s/veh)11.2 12.2 11.0 11.6 16.1 16.1 LOS B B B B B B V/C Ratio 0.25 0.40 0.21 0.32 0.44 0.51 Queue Length (95%)4 6 2 6 4 5 L TR L TR LTR LTR Control Delay (s/veh)13.3 13.0 12.3 13.1 18.6 16.7 LOS B B B B B B V/C Ratio 0.35 0.31 0.21 0.33 0.64 0.57 Queue Length (95%)4 5 2 4 11 10 L L R Control Delay (s/veh)7.9 11.4 9.2 LOS A B A V/C Ratio 0.04 0.09 0.03 Queue Length (95%)1 1 1 L L R Control Delay (s/veh)7.7 11.7 9.0 LOS A B A V/C Ratio 0.04 0.12 0.04 Queue Length (95%)1 1 1 Movement Group Oak Street & Cottonwood Road Peak PM Hour Durston Road and Flanders Mill Road Peak PM Hour Movement Group Durston Road and Ferguson Avenue Peak AM Hour A OVERALL A Movement Group OVERALL Durston Road and Ferguson Avenue Peak PM Hour 15.3 B Movement Group Overall LOS BOak Street & Cottonwood Road Peak AM Hour Cottonwood Road & Durston Road Peak AM Hour Movement Group Cottonwood Road & Durston Road Peak PM Hour Movement Group Durston Road and Flanders Mill Road Peak AM Hour Movement Group Movement Group Overall LOS Baxter Lane & Flanders Mill Road Peak PM Hour Movement Group Movement Group Overall LOS Baxter Lane & Flanders Mill Road Peak AM Hour A Movement Group Overall LOS Baxter Lane & Harper Puckett Road Peak PM Hour A Baxter Lane & Harper Puckett Road Peak AM Hour A Table 4. Initial High School Operations Year 2020 Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group Overall LOS A OVERALL OVERALL 22.8 22.8 C 0.55 Overall LOS C 0.49 B 0.49 13.7 Overall LOS B 0.45 Overall LOS MARVIN & ASSOCIATES 1/30/2017 22 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY L L LTR LTR Control Delay (s/veh)7.5 7.7 12.8 14.5 LOS A A B B V/C Ratio 0.01 0.05 0.22 0.29 Queue Length (95%)0 1 1 2 L L LTR LTR Control Delay (s/veh)7.6 7.6 14.5 13.9 LOS A A B B V/C Ratio 0.01 0.04 0.35 0.23 Queue Length (95%)0 1 2 1 LTR L TR L TR L TR Control Delay (s/veh)11.2 15.9 11.8 12.8 14.2 12.8 13.3 LOS B B B B B B B V/C Ratio 0.14 0.46 0.19 0.04 0.27 0.05 0.12 Queue Length (95%)2 5 3 1 4 1 2 LTR L TR L TR L TR Control Delay (s/veh)11.1 16.5 12.3 12.9 15.0 12.9 13.4 LOS B B B B B B B V/C Ratio 0.13 0.49 0.24 0.05 0.37 0.05 0.14 Queue Length (95%)2 5 3 2 5 2 2 LTR LTR L L Control Delay (s/veh)9.7 10.5 7.5 7.6 LOS A B A A V/C Ratio 0.05 0.06 0.01 0.01 Queue Length (95%)1 1 0 0 LTR LTR L L Control Delay (s/veh)9.9 10.4 7.4 7.6 LOS A B A A V/C Ratio 0.02 0.08 0.01 0.01 Queue Length (95%)1 1 0 0 LTR LTR L L Control Delay (s/veh)10.2 11.3 7.5 7.8 LOS B B A A V/C Ratio 0.08 0.07 0.01 0.03 Queue Length (95%)1 1 0 1 LTR LTR L L Control Delay (s/veh)10.0 11.7 7.4 7.7 LOS A B A A V/C Ratio 0.06 0.09 0.03 0.04 Queue Length (95%)1 1 1 1 LTR LTR L L Control Delay (s/veh)11.5 11.6 7.8 7.4 LOS B B A A V/C Ratio 0.08 0.06 0.03 0.00 Queue Length (95%)1 1 1 0 LTR LTR L L Control Delay (s/veh)11.7 11.2 7.7 7.6 LOS B B A A V/C Ratio 0.09 0.03 0.01 0.01 Queue Length (95%)1 1 0 0 LTR LTR L L Control Delay (s/veh)11.7 11.2 7.8 7.4 LOS B B A A V/C Ratio 0.09 0.10 0.03 0.01 Queue Length (95%)1 1 1 0 LTR LTR L L Control Delay (s/veh)11.4 11.0 7.6 7.6 LOS B B A A V/C Ratio 0.10 0.04 0.01 0.02 Queue Length (95%)1 1 1 1 Overall LOS Table 4. Continued Overall LOS B Movement Group Oak Street & Flanders Mill Road Peak AM Hour B Movement Group Oak Street & Flanders Mill Road Peak PM Hour OVERALL 13.4 B Movement Group Oak Street & Ferguson Avenue Peak AM Hour 0.37 OVERALL 13.9 B Movement Group Oak Street & Ferguson Avenue Peak PM Hour 0.44 Overall LOS B Movement Group Cottonwood Road & North School Access Peak AM Hour Overall LOS B Movement Group Cottonwood Road & North School Access Peak AM Hour Overall LOS B Movement Group Cottonwood Road & South Access Annie Street Peak AM Hour Overall LOS B Movement Group Cottonwood Road & South Access Annie Street Peak PM Hour Overall LOS B Movement Group Flanders Mill Road & North School Access Peak AM Hour Overall LOS B Movement Group Flanders Mill Road & North School Access Peak PM Hour B Overall LOS B Overall LOS Movement Group Flanders Mill Road & South Access Annie Street Peak AM Hour Movement Group Flanders Mill Road & South Access Annie Street Peak AM Hour MARVIN & ASSOCIATES 1/30/2017 23 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY FUTURE OPERATION 2035 IMPACTS Traffic Volumes Figures 7 and 8, on the following pages, illustrate the peak am and pm hour traffic volumes that would exist in the year 2035 given traffic projections for new streets and projected traffic assignments related to future maximum student enrollment at the proposed high school. In addition to the extension of Cottonwood Road from Oak Street to Baxter Lane, it was assumed that Oak Street would also be extended to the west and provide access to existing and future developments north and south of Oak Street. In comparing volumes in these figures to existing volumes illustrated in Figures 5 and 6, it can be seen that most streets would have appreciable increases while volumes on other streets would only have minimal increases. The reconfiguration of the Oak Street and Cottonwood Road intersection is associated with the extension of Cottonwood Road from Oak Street to Baxter Lane. The Cottonwood Road extension would result in substantially more external to external traffic using Cottonwood Road to travel north and south through the study area. Flanders Mill Road would actually have less traffic than existing because Cottonwood Road and Ferguson Avenue would be parallel facilities that have more extensive connectivity than Flanders Mill Road. However, the new Bozeman High School would generate more traffic in the year 2035 than it would in the year 2020 and localized traffic increases on Flanders Mill Road at the site access roads would result. MARVIN & ASSOCIATES 1/30/2017 24 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 25 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 26 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY Capacity Table 5, on the following page, presents capacity analysis results for future traffic projections. Capacity calculations can be found in Appendix B-3 of this report and were based on the traffic volumes shown in Figures 7 and 8 along with all planned street system and intersection improvements being in-place by the year 2035. All of the intersections and all of the approaches would operate at LOS “C” or better with the exception of the Flanders Mill Road approach to Durston Road which would operate at LOS “D” in the peak pm hour. The delay for that approach would be 26.2 seconds per vehicle with a maximum queue of 4 vehicles. The only approach movement that would operate at less than LOS “C” would be the westbound left-turn on Baxter Lane at Cottonwood Road in the peak pm hour. The delay for that movement would be 28.9 seconds per vehicles with a maximum queue of two vehicles in the left-turn lane. The four school accesses would all operate at LOS “C” or better. In fact, the only approach at the four school accesses that would be less than LOS “B” would be the westbound access to Cottonwood Road which would operate at LOS “C. It should be noted that any operating deficiencies identified within this study occurring in the peak pm hour may not be totally accurate since the peak pm hour of adjacent street traffic (4:45 to 5:45 pm) would not coincide with the peak pm school hour traffic (3:15 to 4:15). An examination of hourly traffic counts indicates that background traffic on the arterial and collector streets during the peak pm school hour period is approximately 80% of the peak pm hour traffic on adjacent streets. MARVIN & ASSOCIATES 1/30/2017 27 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY L TR L TR LTR LTR Control Delay (s/veh)13.2 16.1 15.6 13.9 7.7 7.7 LOS B C C B A A V/C Ratio 0.05 0.39 0.07 0.21 0.02 0.04 Queue Length (95%)1 2 1 1 1 1 L TR L TR LTR LTR Control Delay (s/veh)17.6 20.6 28.9 17.9 7.6 7.6 LOS C C D C A A V/C Ratio 0.07 0.53 0.42 0.41 0.06 0.02 Queue Length (95%)1 4 2 2 1 1 L LR Control Delay (s/veh)8.0 11.6 LOS A B V/C Ratio 0.06 0.16 Queue Length (95%)1 1 L LR Control Delay (s/veh)7.8 11.2 LOS A B V/C Ratio 0.03 0.14 Queue Length (95%)1 1 LT TR L TR L TR L TR Control Delay (s/veh)11.3 29.9 20.5 23.6 18.9 34.1 19.3 29.8 LOS B C C C B C B C V/C Ratio 0.16 0.74 0.73 0.50 0.13 0.68 0.12 0.38 Queue Length (95%)3 11 7 12 3 9 2 4 LT TR L TR L TR L TR Control Delay (s/veh)12.9 26.6 13.5 31.8 19.8 32.2 19.3 30.1 LOS B C B C B C B C V/C Ratio 0.10 0.64 0.49 0.78 0.31 0.59 0.16 0.41 Queue Length (95%)2 10 4 14 3 8 3 5 L LR Control Delay (s/veh)9.3 22.2 LOS A C V/C Ratio 0.13 0.47 Queue Length (95%)1 3 L LR Control Delay (s/veh)10.2 26.2 LOS B D V/C Ratio 0.20 0.54 Queue Length (95%)1 4 L TR L TR L TR LTR Control Delay (s/veh)14.8 19.3 19.8 16.1 13.5 14.0 15.3 LOS B B B B B B B V/C Ratio 0.36 0.68 0.61 0.52 0.27 0.35 0.51 Queue Length (95%)7 9 4 7 4 5 6 L TR L TR L TR LTR Control Delay (s/veh)19.2 20.0 19.1 17.1 12.9 13.5 15.4 LOS B B B B B B B V/C Ratio 0.57 0.65 0.56 0.50 0.34 0.43 0.59 Queue Length (95%)14 11 4 7 8 7 9 LTR LTR L TR L TR Control Delay (s/veh)12.3 12.3 12.2 12.2 13.3 12.1 LOS B B B B B B V/C Ratio 0.16 0.17 0.08 0.12 0.20 0.10 Queue Length (95%)3 2 1 2 3 3 LTR LTR L TR L TR Control Delay (s/veh)12.0 13.0 13.2 12.2 13.1 12.1 LOS B B B B B B V/C Ratio 0.10 0.28 0.19 0.12 0.17 0.10 Queue Length (95%)2 3 2 3 3 3 Table 5. Future Year 2035 Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group Overall LOS Movement Group Overall LOS Baxter Lane & Harper Puckett (Cottonwood) Peak PM Hour C Baxter Lane & Harper Puckett (Cottonwood) Peak AM Hour B Movement Group Overall LOS Baxter Lane & Flanders Mill Road Peak AM Hour A Movement Group Overall LOS Baxter Lane & Flanders Mill Road Peak PM Hour A Movement Group OVERALL Cottonwood Road & Durston Road Peak AM Hour 27.4 C 0.72 Movement Group OVERALL Cottonwood Road & Durston Road Peak PM Hour 27.4 C 0.74 Movement Group Overall LOS Durston Road and Flanders Mill Road Peak AM Hour C Movement Group Overall LOS Durston Road and Flanders Mill Road Peak PM Hour C Movement Group OVERALL Durston Road and Ferguson Avenue Peak AM Hour 16.6 B 0.59 Movement Group OVERALL Durston Road and Ferguson Avenue Peak PM Hour 16.8 B 0.62 Movement Group OVERALL Oak Street & Cottonwood Road Peak AM Hour 12.4 B 0.18 Movement Group OVERALL Oak Street & Cottonwood Road Peak PM Hour 12.6 B 0.23 MARVIN & ASSOCIATES 1/30/2017 28 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY L L LTR LTR Control Delay (s/veh)7.7 8.4 18.1 23.8 LOS A A C C V/C Ratio 0.02 0.12 0.40 0.46 Queue Length (95%)0 1 2 3 L L LTR LTR Control Delay (s/veh)8.1 8.0 20.1 19.4 LOS A A C C V/C Ratio 0.02 0.08 0.51 0.31 Queue Length (95%)1 1 3 2 LTR L TR L TR L TR Control Delay (s/veh)10.2 19.3 11.3 14.9 17.6 15.2 15.8 LOS B B B B B B B V/C Ratio 0.23 0.65 0.32 0.07 0.47 0.13 0.22 Queue Length (95%)3 6 6 1 6 2 3 LTR L TR L TR L TR Control Delay (s/veh)8.9 19.6 10.9 16.5 19.3 16.6 16.7 LOS B B B B B B B V/C Ratio 0.20 0.70 0.39 0.13 0.51 0.14 0.16 Queue Length (95%)2 9 7 2 5 2 2 LTR LTR L L Control Delay (s/veh)11.7 13.4 7.7 8.2 LOS B B A A V/C Ratio 0.07 0.19 0.01 0.06 Queue Length (95%)1 1 0 1 LTR LTR L L Control Delay (s/veh)12.3 13.3 7.7 8.1 LOS B B A A V/C Ratio 0.04 0.25 0.01 0.03 Queue Length (95%)1 1 0 1 LTR LTR L L Control Delay (s/veh)12.3 15.0 7.8 8.5 LOS B B A A V/C Ratio 0.11 0.22 0.01 0.06 Queue Length (95%)1 1 0 1 LTR LTR L L Control Delay (s/veh)11.8 15.3 7.9 8.2 LOS B C A A V/C Ratio 0.08 0.29 0.03 0.03 Queue Length (95%)1 2 1 1 LTR LTR L L Control Delay (s/veh)13.9 13.2 8.1 7.5 LOS B B A A V/C Ratio 0.18 0.05 0.05 0.00 Queue Length (95%)1 1 1 0 LTR LTR L L Control Delay (s/veh)13.1 11.9 7.8 7.6 LOS B B A A V/C Ratio 0.22 0.03 0.02 0.01 Queue Length (95%)1 1 1 0 LTR LTR L L Control Delay (s/veh)13.4 12.8 7.9 7.6 LOS B B A A V/C Ratio 0.17 0.12 0.05 0.01 Queue Length (95%)1 1 1 0 LTR LTR L L Control Delay (s/veh)13.3 11.9 7.7 7.6 LOS B B A A V/C Ratio 0.23 0.05 0.02 0.02 Queue Length (95%)1 1 1 0 Table 5. Continued Movement Group Overall LOS Oak Street & Flanders Mill Road Peak AM Hour C Movement Group Overall LOS Oak Street & Flanders Mill Road Peak PM Hour C Movement Group OVERALL Oak Street & Ferguson Avenue Peak AM Hour 14.6 B 0.57 Movement Group OVERALL Oak Street & Ferguson Avenue Peak PM Hour 14.8 B 0.63 Movement Group Overall LOS Cottonwood Road & North School Access Peak AM Hour B Movement Group Overall LOS Cottonwood Road & North School Access Peak AM Hour B Movement Group Overall LOS Cottonwood Road & South Access Annie Street Peak AM Hour B Movement Group Overall LOS Cottonwood Road & South Access Annie Street Peak PM Hour B Movement Group Overall LOS Flanders Mill Road & North School Access Peak AM Hour B Movement Group Overall LOS Movement Group Overall LOS Flanders Mill Road & South Access Annie Street Peak AM Hour B Flanders Mill Road & North School Access Peak PM Hour B Movement Group Overall LOS Flanders Mill Road & South Access Annie Street Peak AM Hour B MARVIN & ASSOCIATES 1/30/2017 29 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY HIGH SCHOOL ACCESS & CIRCULATION Site plan design is a work in progress at the present time. From preliminary concept drawings and discussions, it appears that the four access locations along with a desire to not have public streets bisect the new high school campus are the primary features of planned access and circulation. It also appears that student parking would be located adjacent to Flanders Mill Road while staff and visitor parking would be located along the Cottonwood Road frontage. Location of the four accesses would need to conform with City of Bozeman standards for separation distances from arterial street intersections. In that regard, the school accesses would need to be aligned with existing and future street intersections on Cottonwood Road and Flanders Mill Road. The southern-most school accesses would align with Annie Street on Flanders Mill Road and Cottonwood Road. With a conventional subdivision development, Annie Street would be continued through the property. In this case however, continuation of Annie Street would divide the campus and potentially limit any future facilities changes that could be implemented. While anticipated traffic demand on Annie Street would be minimal, safety concerns could be an issue when there are large numbers of students moving between the school buildings and the recreation facilities. A rudimentary evaluation of impacts associated with not continuing Annie Street through the site property would result in additional travel time being less than 30 seconds per vehicle. Since the volume of traffic that would use Annie Street between Cottonwood Road and Flanders Mill Road would be less than 100 vehicles per day the impact would be less than one hour of travel time. Internal pick-up and drop-off operations would need to be accommodated on-site to avoid on-street parking. There are a number of vehicle storage studies that have been completed for elementary schools and junior high schools, but reliable data for high schools was not discovered. Based on previous experience and observations at the exiting high school, the peak pm hour generates the highest number of vehicle parked while picking-up students. It was observed that the average vehicle headway is approximately 5 minutes per vehicle over a 30-minute period. Thus, pick-up storage MARVIN & ASSOCIATES 1/30/2017 30 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY would require approximately 1 space for 6 vehicles. Table 3 indicates that the number of pick-up vehicles would be approximately 300 at maximum enrollment. Internal vehicle storage would require approximately 50 spaces. At 25’ per parking space, the minimum length of parallel parking required would be approximately 1,250 feet. CONCLUSIONS & RECOMMENDATIONS Development of New Bozeman High School would add an appreciable volume of traffic to the surrounding street system during the am and pm peak hour periods. While the level of high school trips can be considered substantial in comparison to existing volumes on some of the surrounding streets, the peak hour of background traffic on arterial and collector streets does not exactly occur at the same time as the school peak hours, especially in the peak pm hour. Since initial operations at the new high school won’t occur until the year 2020, a number of street system changes will be in-place prior to that time. Those changes will drastically change traffic demands at all of the surrounding streets and intersections. The study analysis has indicated that for initial school operations in the year 2020, none of the area intersections would operate at less than a LOS “C”. In addition, the school accesses on Flanders Mill Road and Cottonwood Road would operate at LOS “B” or better at that time. Future condition analysis within this study indicated that all intersection would operate at LOS “C” or better in the year 2035. Only two intersections would have approaches with individual movements operating at LOS “D” in the year 2035. Both of those conditions would occur in the peak pm hour, when the school hour peaks an hour and 15 minutes prior to the background traffic peak hour. Additional capacity calculations were completed for the school’s pm peak hour, when background traffic is 80% of its peak pm hour volumes. It was determined that the LOS “D” conditions would actually be LOS “C”. Thus, future impacts to the planned system would not be appreciably impacted by the new high school.   MARVIN & ASSOCIATES 1/30/2017 31    NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY  Recommendations for development of the new high school are confined to access and circulation operations associated with site design. Figure 9 Present a graphic summary of recommendations and concepts that should be considered as the site plan proceeds. The following narratives describe the Figure 9 illustrations: 1. Full access approaches to the school should align opposite existing and future public streets on both Cottonwood Road and on Flanders Mill Road. 2. The northern and southern accesses on both Cottonwood Street and on Flanders Mill Road should be connected internally to allow circulation to and from both access points. 3. Pick-up and drop-off lanes should be created along the internal loop roads to accommodate a minimum of 50 passenger vehicle spaces and 12 buses. 4. An access loop south of the high school structure should connect the eastern and western loop roads to accommodate emergency vehicle access. 5. Once the site plan has progressed to a review stage, traffic projections for each site approach should be reevaluated to determine if single or double egress lanes would be required. 6. If future school operations should require an additional access between the northern approach and Oak Street on Cottonwood Road, an optional approach only serving right-in and right-out access movements would be possible. MARVIN & ASSOCIATES 1/30/2017 32 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY MARVIN & ASSOCIATES 1/30/2017 33 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY APPENDIX A – TRAFFIC VOLUME COUNTS N ‐S  ST R E E T : Co t t o n w o o d PE A K  HO U R  VO L U M E 90 17 E ‐W  ST R E E T : An n i e PE A K  HO U R  FA C T O R : 0. 8 7 To t a l  SB 0 17 0 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 0 EB L WB R 0 46 To t a l  EB 0 EB T WB T 0 Total  WB 0 46 EB R WB L 0 CO U N T  TI M E : 12 15 0 FR O M : 7: 0 0  AM NB L NB T NB R TO : 9: 0 0  AM 27 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 7: 0 0  AM 7: 1 5  AM 0 1 0 1 1 0 3 7: 1 5  AM 7: 3 0  AM 0 2 1 7 4 0 14 7: 3 0  AM 7: 4 5  AM 1 4 0 8 3 0 16 7: 4 5  AM 8: 0 0  AM 1 4 0 17 4 0 26 8: 0 0  AM 8: 1 5  AM 4 4 0 9 6 0 23 8: 1 5  AM 8: 3 0  AM 3 3 0 13 2 0 21 8: 3 0  AM 8: 4 5  AM 4 4 0 7 5 0 20 8: 4 5  AM 9: 0 0  AM 4 3 0 9 4 0 20 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 7: 0 0  AM 8: 0 0  AM 2 11 0 1 0 33 0 12 0 0 0 0 59 7: 1 5  AM 8: 1 5  AM 6 14 0 1 0 41 0 17 0 0 0 0 79 7: 3 0  AM 8: 3 0  AM 9 15 0 0 0 47 0 15 0 0 0 0 86 7: 4 5  AM 8: 4 5  AM 12 15 0 0 0 46 0 17 0 0 0 0 90 8: 0 0  AM 9: 0 0  AM 15 14 0 0 0 38 0 17 0 0 0 0 84 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WESTBOUND TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . AM  PE A K  HO U R PE A K  HO U R                                      7: 4 5    to    8: 4 5                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D N ‐S  ST R E E T : Co t t o n w o o d PE A K  HO U R  VO L U M E 94 14 E ‐W  ST R E E T : An n i e PE A K  HO U R  FA C T O R : 0. 8 7 To t a l  SB 1 13 0 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 1 EB L WB R 0 20 To t a l  EB 0 EB T WB T 0 Total  WB 0 19 EB R WB L 0 CO U N T  TI M E : 30 23 0 FR O M : 4: 0 0  PM NB L NB T NB R TO : 6: 0 0  PM 53 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 4: 0 0  PM 4: 1 5  PM 4 2 0 5 2 0 13 4: 1 5  PM 4: 3 0  PM 3 7 0 5 3 0 18 4: 3 0  PM 4: 4 5  PM 7 3 0 5 2 0 17 4: 4 5  PM 5: 0 0  PM 7 9 0 3 4 0 23 5: 0 0  PM 5: 1 5  PM 8 5 0 4 3 0 20 5: 1 5  PM 5: 3 0  PM 8 6 1 7 4 0 26 5: 3 0  PM 5: 4 5  PM 10 4 0 4 2 1 21 5: 4 5  PM 6: 0 0  PM 11 4 0 7 5 0 27 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 4: 0 0  PM 5: 0 0  PM 21 21 0 0 0 18 0 11 0 0 0 0 71 4: 1 5  PM 5: 1 5  PM 25 24 0 0 0 17 0 12 0 0 0 0 78 4: 3 0  PM 5: 3 0  PM 30 23 0 1 0 19 0 13 0 0 0 0 86 4: 4 5  PM 5: 4 5  PM 33 24 0 1 0 18 0 13 1 0 0 0 90 5: 0 0  PM 6: 0 0  PM 37 19 0 1 0 22 0 14 1 0 0 0 94 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WESTBOUND TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . PM  PE A K  HO U R PE A K  HO U R                                      4: 3 0    to    5: 3 0                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D N ‐S  ST R E E T : Fe r g u s o n PE A K  HO U R  VO L U M E 12 8 0 27 5 E ‐W  ST R E E T : Du r s t o n PE A K  HO U R  FA C T O R : 0. 8 8 To t a l  SB 10 7 16 6 2 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 15 4 EB L WB R 5 48 6 To t a l  EB 18 9 EB T WB T 198 Total  WB 277 14 3 EB R WB L 74 CO U N T  TI M E : 68 11 9 55 FR O M : 7: 0 0  AM NB L NB T NB R TO : 9: 0 0  AM 24 2 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 7: 0 0  AM 7: 1 5  AM 8 15 6 18 22 3 0 13 18 7 19 3 132 7: 1 5  AM 7: 3 0  AM 5 26 12 15 39 12 2 41 14 17 30 1 214 7: 3 0  AM 7: 4 5  AM 15 35 7 40 38 25 2 41 25 14 44 0 286 7: 4 5  AM 8: 0 0  AM 25 24 20 38 40 41 1 50 36 24 63 1 363 8: 0 0  AM 8: 1 5  AM 14 33 11 34 43 33 0 28 32 16 44 1 289 8: 1 5  AM 8: 3 0  AM 17 40 17 30 55 35 1 47 25 18 54 1 340 8: 3 0  AM 8: 4 5  AM 12 22 7 52 51 34 0 41 14 16 37 2 288 8: 4 5  AM 9: 0 0  AM 13 28 8 21 55 35 1 56 19 16 28 1 281 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 7: 0 0  AM 8: 0 0  AM 53 10 0 45 11 1 13 9 81 5 14 5 93 62 156 5 995 7: 1 5  AM 8: 1 5  AM 59 11 8 50 12 7 16 0 11 1 5 16 0 10 7 71 181 3 1152 7: 3 0  AM 8: 3 0  AM 71 13 2 55 14 2 17 6 13 4 4 16 6 11 8 72 205 3 1278 7: 4 5  AM 8: 4 5  AM 68 11 9 55 15 4 18 9 14 3 2 16 6 10 7 74 198 5 1280 8: 0 0  AM 9: 0 0  AM 56 12 3 43 13 7 20 4 13 7 2 17 2 90 66 163 5 1198 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WE S T B O U N D TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . AM  PE A K  HO U R PE A K  HO U R                                      7: 4 5    to    8: 4 5                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D N ‐S  ST R E E T : Fe r g u s o n PE A K  HO U R  VO L U M E 14 6 2 37 1 E ‐W  ST R E E T : Du r s t o n PE A K  HO U R  FA C T O R : 0. 9 2 To t a l  SB 15 5 21 4 2 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 13 2 EB L WB R 8 42 3 To t a l  EB 21 9 EB T WB T 197 Total  WB 287 72 EB R WB L 82 CO U N T  TI M E : 85 18 1 77 FR O M : 4: 0 0  PM NB L NB T NB R TO : 6: 0 0  PM 34 3 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 4: 0 0  PM 4: 1 5  PM 23 43 10 35 45 15 0 41 54 21 53 0 340 4: 1 5  PM 4: 3 0  PM 13 39 13 23 32 16 1 59 32 18 33 1 280 4: 3 0  PM 4: 4 5  PM 21 54 19 25 68 14 1 45 34 15 44 2 342 4: 4 5  PM 5: 0 0  PM 25 34 20 34 46 17 0 60 35 21 37 0 329 5: 0 0  PM 5: 1 5  PM 20 45 18 27 54 18 0 58 41 24 50 2 357 5: 1 5  PM 5: 3 0  PM 19 48 20 46 51 23 1 51 45 22 66 4 396 5: 3 0  PM 5: 4 5  PM 23 37 21 36 61 28 1 50 47 12 44 3 363 5: 4 5  PM 6: 0 0  PM 19 42 13 41 43 26 1 56 22 24 59 0 346 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 4: 0 0  PM 5: 0 0  PM 82 17 0 62 11 7 19 1 62 2 20 5 15 5 75 167 3 1291 4: 1 5  PM 5: 1 5  PM 79 17 2 70 10 9 20 0 65 2 22 2 14 2 78 164 5 1308 4: 3 0  PM 5: 3 0  PM 85 18 1 77 13 2 21 9 72 2 21 4 15 5 82 197 8 1424 4: 4 5  PM 5: 4 5  PM 87 16 4 79 14 3 21 2 86 2 21 9 16 8 79 197 9 1445 5: 0 0  PM 6: 0 0  PM 81 17 2 72 15 0 20 9 95 3 21 5 15 5 82 219 9 1462 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WESTBOUND TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . PM  PE A K  HO U R PE A K  HO U R                                      4: 3 0    to    5: 3 0                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D N ‐S  ST R E E T : Fl a n d e r s  Mi l l PE A K  HO U R  VO L U M E 10 9 5 16 4 E ‐W  ST R E E T : Du r s t o n PE A K  HO U R  FA C T O R : 0. 9 0 To t a l  SB 99 0 65 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 94 EB L WB R 58 52 6 To t a l  EB 43 2 EB T WB T 347 Total  WB 405 0 EB R WB L 0 CO U N T  TI M E : 0 0 0 FR O M : 7: 0 0  AM NB L NB T NB R TO : 9: 0 0  AM 0 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 7: 0 0  AM 7: 1 5  AM 6 36 9 7 37 6 101 7: 1 5  AM 7: 3 0  AM 17 57 10 14 41 7 146 7: 3 0  AM 7: 4 5  AM 21 10 2 14 23 52 10 222 7: 4 5  AM 8: 0 0  AM 37 11 7 21 27 87 14 303 8: 0 0  AM 8: 1 5  AM 30 85 20 26 95 23 279 8: 1 5  AM 8: 3 0  AM 10 98 12 32 104 11 267 8: 3 0  AM 8: 4 5  AM 17 13 2 12 14 61 10 246 8: 4 5  AM 9: 0 0  AM 13 75 21 15 59 10 193 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 7: 0 0  AM 8: 0 0  AM 0 0 0 81 31 2 0 54 0 71 0 217 37 772 7: 1 5  AM 8: 1 5  AM 0 0 0 10 5 36 1 0 65 0 90 0 275 54 950 7: 3 0  AM 8: 3 0  AM 0 0 0 98 40 2 0 67 0 10 8 0 338 58 1071 7: 4 5  AM 8: 4 5  AM 0 0 0 94 43 2 0 65 0 99 0 347 58 1095 8: 0 0  AM 9: 0 0  AM 0 0 0 70 39 0 0 65 0 87 0 319 54 985 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WESTBOUND TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . AM  PE A K  HO U R PE A K  HO U R                                      7: 4 5    to    8: 4 5                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D N ‐S  ST R E E T : Fl a n d e r s  Mi l l PE A K  HO U R  VO L U M E 11 1 0 15 1 E ‐W  ST R E E T : Du r s t o n PE A K  HO U R  FA C T O R : 0. 9 0 To t a l  SB 11 1 0 40 CO U N T  DA T E : 10 / 2 7 / 2 0 1 6 SB R SB T SB L NO T E S : 13 5 EB L WB R 62 49 0 To t a l  EB 35 5 EB T WB T 390 Total  WB 452 0 EB R WB L 0 CO U N T  TI M E : 0 0 0 FR O M : 4: 0 0  PM NB L NB T NB R TO : 6: 0 0  PM 0 To t a l  NB CO U N T  DA T A  IN P U T : Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Th r u Ri g h t Le f t Thru Right 4: 0 0  PM 4: 1 5  PM 20 58 8 13 90 20 209 4: 1 5  PM 4: 3 0  PM 24 70 10 18 63 10 195 4: 3 0  PM 4: 4 5  PM 17 89 5 18 88 13 230 4: 4 5  PM 5: 0 0  PM 26 75 12 22 80 21 236 5: 0 0  PM 5: 1 5  PM 31 80 14 19 97 14 255 5: 1 5  PM 5: 3 0  PM 45 90 7 32 116 20 310 5: 3 0  PM 5: 4 5  PM 33 11 0 7 38 97 7 292 5: 4 5  PM 6: 0 0  PM 26 76 5 24 102 20 253 NB L NB T NB R EB L EB T EB R SB L SB T SB R WB L WBT WBR TOTAL 4: 0 0  PM 5: 0 0  PM 0 0 0 87 29 2 0 35 0 71 0 321 64 870 4: 1 5  PM 5: 1 5  PM 0 0 0 98 31 4 0 41 0 77 0 328 58 916 4: 3 0  PM 5: 3 0  PM 0 0 0 11 9 33 4 0 38 0 91 0 381 68 1031 4: 4 5  PM 5: 4 5  PM 0 0 0 13 5 35 5 0 40 0 11 1 0 390 62 1093 5: 0 0  PM 6: 0 0  PM 0 0 0 13 5 35 6 0 33 0 11 3 0 412 61 1110 * Pe a k  Ho u r  Ti m e  an d  Tr a f f i c  Vo l u m e s  ar e  sh o w n  in  Bo l d   WESTBOUND TOTAL TI M E  PE R I O D HO U R L Y  VO L U M E IN T E R S E C T I O N  No . PM  PE A K  HO U R PE A K  HO U R                                      4: 4 5    to    5: 4 5                                    DA T A NO R T H B O U N D E A S T B O U N D S O U T H B O U N D MARVIN & ASSOCIATES 1/30/2017 34 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY APPENDIX B-1 EXISTING INTERSECTION CAPACITY CALCULATIONS HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2017 North/South Street Harper Puckett Road Time Analyzed Peak AM Exist Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume, V (veh/h)13 121 108 14 57 18 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 83 Capacity, c (veh/h)1454 740 v/c Ratio 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)7.5 10.5 Level of Service, LOS A B Approach Delay (s/veh)0.8 10.5 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/19/2017 4:11:10 PMBaxter & Harper Exist AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2017 North/South Street Harper Puckett Road Time Analyzed Peak PM Exist Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume, V (veh/h)13 153 140 59 39 8 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)14 52 Capacity, c (veh/h)1353 644 v/c Ratio 0.01 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.3 Control Delay (s/veh)7.7 11.1 Level of Service, LOS A B Approach Delay (s/veh)0.7 11.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/19/2017 4:17:44 PMBaxter & Harper Exist PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2017 North/South Street Flanders Mill Road Time Analyzed Peak AM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)137 84 87 111 30 101 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)97 145 Capacity, c (veh/h)1327 722 v/c Ratio 0.07 0.20 95% Queue Length, Q₉₅ (veh)0.2 0.7 Control Delay (s/veh)7.9 11.2 Level of Service, LOS A B Approach Delay (s/veh)3.8 11.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/19/2017 4:12:17 PMBaxter & Flanders Exist AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2017 North/South Street Flanders Mill Road Time Analyzed Peak PM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)161 53 105 161 69 100 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)117 188 Capacity, c (veh/h)1334 588 v/c Ratio 0.09 0.32 95% Queue Length, Q₉₅ (veh)0.3 1.4 Control Delay (s/veh)8.0 14.0 Level of Service, LOS A B Approach Delay (s/veh)3.6 14.0 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/19/2017 4:20:08 PMBaxter & Flanders Exist PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & Annie Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Annie Street Analysis Year 2017 North/South Street Cottonwood Road Time Analyzed Peak AM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)0 46 12 15 17 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)53 14 Capacity, c (veh/h)1064 1609 v/c Ratio 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.0 Control Delay (s/veh)8.6 7.3 Level of Service, LOS A A Approach Delay (s/veh)8.6 3.3 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/18/2017 4:26:52 PMCottonwood & Annie Exist AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & Annie Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Annie Street Analysis Year 2017 North/South Street Cottonwood Road Time Analyzed Peak PM Peak Hour Factor 0.87 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)1 22 37 19 14 1 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked 0.000 0.000 0.000 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)26 43 Capacity, c (veh/h)1059 1614 v/c Ratio 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)8.5 7.3 Level of Service, LOS A A Approach Delay (s/veh)8.5 4.9 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/19/2017 4:31:40 PMCottonwood & Annie Exist PM.xtw HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Exist AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 2 0.90 1 307 0.90 1 163 0.90 1 168 0.90 1 162 0.90 1 8 0.90 1 32 0.90 1 6 0.90 1 176 0.90 1 16 0.90 1 13 0.90 1 1 0.90 1 45 5 0 0 --- --- 0 5 0 0 --- --- 75 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 18.0 3.5 1.5 Actuated 75.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 493 0.000 0.480 21.5 C Lpro 286 0.001 0.160 L 0.003 5.0 A * TR 744 0.262 0.413 TR 0.634 21.6 C WB Lper 252 0.000 0.480 12.2 B * Lpro 286 0.105 0.160 L 0.348 9.2 A TR 772 0.101 0.413 TR 0.245 15.1 B NB * LTR 375 0.099 0.240 LTR 0.413 24.3 C 24.3 C SB LTR 374 0.021 0.240 LTR 0.088 22.2 C 22.2 C Intersection: Delay = 18.6sec/veh Int. LOS=B Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.47 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Exist AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 0 / 0 0.0 0.0 TR 6 / 7 8.2 0.0 All 8.2 0.0 WB L 2 / 3 19.3 0.0 TR 3 / 5 13.0 0.0 All 15.1 0.0 NB LTR 2 / 4 16.3 0.0 All 16.3 0.0 SB LTR 1 / 1 10.7 0.0 All 10.7 0.0 Intersect. 12.2 SIG/Cinema v3.08 Marvin & Associates Page 2 2 307 163 168 162 8 32 6 176 16 13 1 1 12 13 1 12 13 2 30 24 2 30 24 3 17 24 3 17 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Exist PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 5 0.90 1 251 0.90 1 86 0.90 1 174 0.90 1 312 0.90 1 25 0.90 1 94 0.90 1 16 0.90 1 165 0.90 1 12 0.90 1 12 0.90 1 4 0.90 1 35 5 0 0 --- --- 0 5 0 0 --- --- 75 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 18.0 3.5 1.5 Actuated 75.0 Sec 14.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 330 0.000 0.480 17.5 B Lpro 286 0.003 0.160 L 0.010 5.8 A TR 757 0.184 0.413 TR 0.444 17.7 B WB Lper 362 0.000 0.480 14.7 B * Lpro 286 0.108 0.160 L 0.298 7.5 A * TR 768 0.202 0.413 TR 0.488 18.4 B NB * LTR 351 0.152 0.240 LTR 0.632 28.3 C 28.3 C SB LTR 378 0.019 0.240 LTR 0.079 22.1 C 22.1 C Intersection: Delay = 18.3sec/veh Int. LOS=B Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.46 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Exist PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 0 / 0 29.2 0.0 TR 5 / 6 8.7 0.0 All 8.7 0.0 WB L 1 / 2 18.4 0.0 TR 6 / 9 12.1 0.0 All 13.3 0.0 NB LTR 4 / 5 12.8 0.0 All 12.8 0.0 SB LTR 1 / 1 11.2 0.0 All 11.2 0.0 Intersect. 12.0 SIG/Cinema v3.08 Marvin & Associates Page 2 5 251 86 174 312 25 94 16 165 12 12 4 1 12 13 1 12 13 2 30 24 2 30 24 3 17 24 3 17 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Durston & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Durston Road Analysis Year 2017 North/South Street Flanders Mill Road Time Analyzed Peak AM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 0 0 Configuration L T TR LR Volume, V (veh/h)94 432 347 58 65 99 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.250 0.300 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)104 182 Capacity, c (veh/h)1089 473 v/c Ratio 0.10 0.38 95% Queue Length, Q₉₅ (veh)0.3 1.8 Control Delay (s/veh)8.7 17.3 Level of Service, LOS A C Approach Delay (s/veh)1.5 17.3 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:28:16 PMDurston & Flanders Mill Exist AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Durston & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Durston Road Analysis Year 2017 North/South Street Flanders Mill Road Time Analyzed Peak PM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 0 0 Configuration L T TR LR Volume, V (veh/h)135 355 390 62 40 111 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.350 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)150 167 Capacity, c (veh/h)1044 483 v/c Ratio 0.14 0.35 95% Queue Length, Q₉₅ (veh)0.5 1.5 Control Delay (s/veh)9.0 16.3 Level of Service, LOS A C Approach Delay (s/veh)2.5 16.3 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:30:22 PMDurston & Flanders Mill Exist PM.xtw HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst R Marvin Intersection Durston & Ferguson Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Durston Road Analysis Year 2017 North/South Street Ferguson Avenue Time Analyzed 0.25 Peak Hour Factor 0.88 Anaylysis Time Period (hrs)Peak AM Project Description New Bozeman High School Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 154 189 143 74 198 5 68 119 55 2 166 107 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LTR LTR LTR Flow Rate, v (veh/h)390 163 315 275 313 Percent Heavy Vehicles 1 1 1 1 1 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.346 0.144 0.280 0.244 0.278 Final Departure Headway, hd (s)6.89 5.95 5.38 5.41 5.20 Final Degree of Utilization, x 0.746 0.269 0.470 0.413 0.451 Move-Up Time, m (s)2.3 2.3 2.0 2.0 2.0 Service Time, ts (s)4.59 3.65 3.38 3.41 3.20 Capacity, Delay and Level of Service Flow Rate, v (veh/h)390 163 315 275 313 Capacity 522 605 670 666 693 95% Queue Length, Q₉₅ (veh)6.4 1.1 2.5 2.0 2.3 Control Delay (s/veh)27.2 10.8 13.1 12.2 12.4 Level of Service, LOS D B B B B Approach Delay (s/veh)22.4 13.1 12.2 12.4 Approach LOS C B B B Intersection Delay, s/veh | LOS 16.3 C Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™ AWSC Version 6.90 Generated: 1/18/2017 4:39:30 PMDurston & Ferguson Exist AM.xaw HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst R Marvin Intersection Durston & Ferguson Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/18/2017 East/West Street Durston Road Analysis Year 2017 North/South Street Ferguson Avenue Time Analyzed 0.25 Peak Hour Factor 0.88 Anaylysis Time Period (hrs)Peak PM Project Description New Bozeman High School Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 150 209 95 82 219 9 81 172 72 3 215 155 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LTR LTR LTR Flow Rate, v (veh/h)408 108 352 369 424 Percent Heavy Vehicles 1 1 1 1 1 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.363 0.096 0.313 0.328 0.377 Final Departure Headway, hd (s)8.22 7.28 6.62 6.43 6.14 Final Degree of Utilization, x 0.932 0.218 0.647 0.659 0.723 Move-Up Time, m (s)2.3 2.3 2.0 2.0 2.0 Service Time, ts (s)5.92 4.98 4.62 4.43 4.14 Capacity, Delay and Level of Service Flow Rate, v (veh/h)408 108 352 369 424 Capacity 438 494 544 560 586 95% Queue Length, Q₉₅ (veh)10.6 0.8 4.6 4.8 6.0 Control Delay (s/veh)56.3 12.0 21.0 21.0 23.5 Level of Service, LOS F B C C C Approach Delay (s/veh)47.0 21.0 21.0 23.5 Approach LOS E C C C Intersection Delay, s/veh | LOS 29.7 D Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™ AWSC Version 6.90 Generated: 1/19/2017 4:28:39 PMDurston & Ferguson Exist AM.xaw MARVIN & ASSOCIATES 1/30/2017 35 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY APPENDIX B-2 INITIAL OPERATIONS YEAR 2020 CAPACITY CALCULATIONS HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2020 North/South Street Harper Puckett Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume, V (veh/h)15 135 120 25 85 20 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 116 Capacity, c (veh/h)1424 693 v/c Ratio 0.01 0.17 95% Queue Length, Q₉₅ (veh)0.0 0.6 Control Delay (s/veh)7.6 11.2 Level of Service, LOS A B Approach Delay (s/veh)0.9 11.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/20/2017 12:26:29 PMBaxter & Harper Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2020 North/South Street Harper Puckett Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume, V (veh/h)15 165 155 80 60 10 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 78 Capacity, c (veh/h)1309 599 v/c Ratio 0.01 0.13 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)7.8 11.9 Level of Service, LOS A B Approach Delay (s/veh)0.8 11.9 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/20/2017 12:29:26 PMBaxter & Harper Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)165 80 55 120 30 60 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 100 Capacity, c (veh/h)1297 685 v/c Ratio 0.05 0.15 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)7.9 11.1 Level of Service, LOS A B Approach Delay (s/veh)2.8 11.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:14:03 PMBaxter & Flanders Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)185 45 65 185 85 65 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)72 166 Capacity, c (veh/h)1314 559 v/c Ratio 0.05 0.30 95% Queue Length, Q₉₅ (veh)0.2 1.2 Control Delay (s/veh)7.9 14.1 Level of Service, LOS A B Approach Delay (s/veh)2.4 14.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:16:00 PMBaxter & Flanders Initial Opps PM.xtw HCM Analysis Summary Year 2020 Initial Operations R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Initial Opps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 35 0.90 1 210 0.90 1 110 0.90 1 180 0.90 1 155 0.90 1 30 0.90 1 30 0.90 1 125 0.90 1 215 0.90 1 15 0.90 1 115 0.90 1 20 0.90 1 50 5 0 0 --- --- 5 5 0 0 --- --- 80 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 378 0.000 0.400 21.9 C Lpro 238 0.022 0.133 L 0.063 10.3 B * TR 626 0.165 0.344 TR 0.479 23.4 C WB Lper 292 0.000 0.400 17.0 B * Lpro 238 0.112 0.133 L 0.377 12.1 B TR 634 0.109 0.344 TR 0.315 21.8 C NB Lper 301 0.000 0.278 28.8 C * Lpro 159 0.018 0.089 L 0.072 18.5 B * TR 728 0.088 0.222 TR 0.397 30.0 C SB Lper 222 0.000 0.278 27.4 C Lpro 159 0.010 0.089 L 0.045 18.5 B TR 779 0.041 0.222 TR 0.186 28.4 C Intersection: Delay = 22.8sec/veh Int. LOS=C Xc= 0.49 * Critical Lane Group (v/s)Crit= 0.38 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2020 Initial Operations R Marvin Peak AM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Initial Opps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 9.7 0.0 TR 6 / 8 6.4 0.0 All 6.6 0.0 WB L 2 / 4 16.9 0.0 TR 4 / 7 10.1 0.0 All 12.4 0.0 NB L 1 / 2 7.5 0.0 TR 3 / 7 12.7 0.0 All 12.3 0.0 SB L 0 / 1 9.0 0.0 TR 2 / 2 11.8 0.0 All 11.7 0.0 Intersect. 10.7 SIG/Cinema v3.08 Marvin & Associates Page 2 35 210 110 180 155 30 30 125 215 15 115 20 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCM Analysis Summary Year 2020 Initial Operations R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Initial Opps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 30 0.90 1 210 0.90 1 95 0.90 1 200 0.90 1 290 0.90 1 50 0.90 1 70 0.90 1 105 0.90 1 190 0.90 1 20 0.90 1 80 0.90 1 20 0.90 1 25 5 0 0 --- --- 15 5 0 0 --- --- 80 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 242 0.000 0.400 22.4 C Lpro 238 0.018 0.133 L 0.069 11.3 B TR 623 0.172 0.344 TR 0.499 23.6 C WB Lper 282 0.000 0.400 20.1 C * Lpro 238 0.124 0.133 L 0.427 12.5 B * TR 637 0.195 0.344 TR 0.567 24.8 C NB Lper 324 0.000 0.278 26.9 C * Lpro 159 0.044 0.089 L 0.161 19.0 B * TR 729 0.073 0.222 TR 0.328 29.5 C SB Lper 248 0.000 0.278 26.4 C Lpro 159 0.012 0.089 L 0.054 18.5 B TR 774 0.030 0.222 TR 0.137 28.1 C Intersection: Delay = 22.8sec/veh Int. LOS=C Xc= 0.55 * Critical Lane Group (v/s)Crit= 0.44 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2020 Initial Operations R Marvin Peak PM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Initial Opps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 0 / 1 15.2 0.0 TR 5 / 6 6.9 0.0 All 7.3 0.0 WB L 2 / 4 14.5 0.0 TR 7 / 10 10.3 0.0 All 11.2 0.0 NB L 2 / 3 7.4 0.0 TR 2 / 5 14.5 0.0 All 13.1 0.0 SB L 0 / 1 10.5 0.0 TR 1 / 2 11.1 0.0 All 11.0 0.0 Intersect. 10.9 SIG/Cinema v3.08 Marvin & Associates Page 2 30 210 95 200 290 50 70 105 190 20 80 20 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 1/7/2017 East/West Street Durston Road Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 0 0 Configuration L T TR LR Volume, V (veh/h)60 410 350 75 60 135 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)67 217 Capacity, c (veh/h)1064 524 v/c Ratio 0.06 0.41 95% Queue Length, Q₉₅ (veh)0.2 2.0 Control Delay (s/veh)8.6 16.6 Level of Service, LOS A C Approach Delay (s/veh)1.1 16.6 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:25:48 PMDurston & Flanders Initial Opps AM.xtw HCS 2010 All-Way Stop-Control Summary Report General Information Site Information Analyst R Marvin Intersection Durston & Ferguson Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/20/2017 East/West Street Durston Road Analysis Year 2020 North/South Street Ferguson Avenue Time Analyzed 0.25 Peak Hour Factor 0.90 Anaylysis Time Period (hrs)Peak PM Inial Opps Project Description New Bozeman High School Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 145 150 95 90 220 30 95 190 80 25 250 130 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration L TR L TR LTR LTR Flow Rate, v (veh/h)161 272 100 278 406 450 Percent Heavy Vehicles 1 1 1 1 1 1 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.143 0.242 0.089 0.247 0.360 0.400 Final Departure Headway, hd (s)8.07 7.28 8.15 7.54 4.88 4.72 Final Degree of Utilization, x 0.361 0.550 0.226 0.582 0.549 0.590 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.0 2.0 Service Time, ts (s)5.77 4.98 5.85 5.24 2.88 2.72 Capacity, Delay and Level of Service Flow Rate, v (veh/h)161 272 100 278 406 450 Capacity 446 495 442 477 738 762 95% Queue Length, Q₉₅ (veh)1.6 3.3 0.9 3.6 3.4 3.9 Control Delay (s/veh)15.3 18.5 13.2 20.2 13.7 14.3 Level of Service, LOS C C B C B B Approach Delay (s/veh)17.3 18.4 13.7 14.3 Approach LOS C C B B Intersection Delay, s/veh | LOS 15.8 C Copyright © 2017 University of Florida. All Rights Reserved. HCS 2010™ AWSC Version 6.90 Generated: 1/25/2017 3:50:46 PMDurston Feguson Inital Opps PM.xaw HCM Analysis Summary Inital Operations 2020 R Marvin Peak AM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 01/27/2017 Case: Durston n& Ferguson Initial Opps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 110 0.90 1 205 0.90 1 150 0.90 1 85 0.90 1 230 0.90 1 25 0.90 1 60 0.90 1 140 0.90 1 60 0.90 1 25 0.90 1 190 0.90 1 115 0.90 1 50 5 0 0 --- --- 5 5 0 0 --- --- 20 5 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 33.0 3.5 1.5 27.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 493 0.117 0.471 L 0.247 11.2 B 11.9 B * TR 842 0.190 0.471 TR 0.403 12.2 B WB L 439 0.101 0.471 L 0.214 11.0 B 11.4 B TR 876 0.150 0.471 TR 0.317 11.6 B NB LTR 604 0.171 0.386 LTR 0.442 16.1 B 16.1 B SB * LTR 667 0.196 0.386 LTR 0.508 16.7 B 16.7 B Intersection: Delay = 13.7sec/veh Int. LOS=B Xc= 0.45 * Critical Lane Group (v/s)Crit= 0.39 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Inital Operations 2020 R Marvin Peak AM Durston Road/Ferguson Avenue 01/27/2017 Case: Durston n& Ferguson Initial Opps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 4 10.6 0.0 TR 4 / 6 15.7 0.0 All 14.0 0.0 WB L 1 / 2 14.6 0.0 TR 3 / 6 15.0 0.0 All 14.9 0.0 NB LTR 3 / 4 13.4 0.0 All 13.4 0.0 SB LTR 4 / 5 13.3 0.0 All 13.3 0.0 Intersect. 13.9 SIG/Cinema v3.08 Marvin & Associates Page 2 110 205 150 85 230 25 60 140 60 25 190 115 1 32 24 1 32 24 2 26 24 2 26 24 HCM Analysis Summary Inital Operations 2020 R Marvin Peak PM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 01/27/2017 Case: Durston n& Ferguson Initial Opps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 145 0.90 1 150 0.90 1 95 0.90 1 90 0.90 1 220 0.90 1 30 0.90 1 95 0.90 1 190 0.90 1 80 0.90 1 25 0.90 1 250 0.90 1 130 0.90 1 25 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 35 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 30.0 3.5 1.5 Actuated 72.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 460 0.155 0.444 L 0.350 13.3 B 13.1 B TR 795 0.137 0.444 TR 0.308 13.0 B WB L 485 0.092 0.444 L 0.206 12.3 B 12.9 B TR 823 0.147 0.444 TR 0.330 13.1 B NB * LTR 580 0.268 0.417 LTR 0.643 18.6 B 18.6 B SB LTR 725 0.237 0.417 LTR 0.568 16.7 B 16.7 B Intersection: Delay = 15.3sec/veh Int. LOS=B Xc= 0.49 * Critical Lane Group (v/s)Crit= 0.42 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Inital Operations 2020 R Marvin Peak PM Durston Road/Ferguson Avenue 01/27/2017 Case: Durston n& Ferguson Initial Opps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 13.2 0.0 TR 3 / 5 15.5 0.0 All 14.4 0.0 WB L 1 / 2 15.9 0.0 TR 4 / 4 14.4 0.0 All 14.7 0.0 NB LTR 7 / 11 8.1 0.0 All 8.1 0.0 SB LTR 6 / 10 11.9 0.0 All 11.9 0.0 Intersect. 11.6 SIG/Cinema v3.08 Marvin & Associates Page 2 145 150 95 90 220 30 95 190 80 25 250 130 1 31 24 1 31 24 2 29 24 2 29 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Oak & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/20/2017 East/West Street Oak Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 1 0 1 0 1 0 0 0 Configuration T TR L T L R Volume, V (veh/h)140 70 50 60 50 20 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.12 6.82 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)56 56 22 Capacity, c (veh/h)1291 617 873 v/c Ratio 0.04 0.09 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.3 0.1 Control Delay (s/veh)7.9 11.4 9.2 Level of Service, LOS A B A Approach Delay (s/veh)3.6 10.8 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/20/2017 1:25:08 PMCottonwood & Oak Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Oak & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/20/2017 East/West Street Oak Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 1 0 1 0 1 0 0 0 Configuration T TR L T L R Volume, V (veh/h)90 45 50 130 65 35 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.5 6.9 Critical Headway (sec)4.12 6.82 6.92 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)56 72 39 Capacity, c (veh/h)1385 612 928 v/c Ratio 0.04 0.12 0.04 95% Queue Length, Q₉₅ (veh)0.1 0.4 0.1 Control Delay (s/veh)7.7 11.7 9.0 Level of Service, LOS A B A Approach Delay (s/veh)2.2 10.7 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/20/2017 1:27:40 PMCottonwood & Oak Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/7/2017 East/West Street Oak Street Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)10 140 20 65 90 10 10 70 35 10 115 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 72 128 150 Capacity, c (veh/h)1471 1384 589 526 v/c Ratio 0.01 0.05 0.22 0.29 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.8 1.2 Control Delay (s/veh)7.5 7.7 12.8 14.6 Level of Service, LOS A A B B Approach Delay (s/veh)0.5 3.1 12.8 14.6 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:50:42 PMFlanders & Oak Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/7/2017 East/West Street Oak Street Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)10 110 20 50 150 10 10 130 45 10 90 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 56 205 122 Capacity, c (veh/h)1390 1425 582 527 v/c Ratio 0.01 0.04 0.35 0.23 95% Queue Length, Q₉₅ (veh)0.0 0.1 1.6 0.9 Control Delay (s/veh)7.6 7.6 14.5 13.9 Level of Service, LOS A A B B Approach Delay (s/veh)0.6 1.9 14.5 13.9 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/23/2017 3:53:38 PMFlanders & Oak Initial Opps PM.xtw HCM Analysis Summary Initial Operations Years 2020 R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Initial Apps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 15 0.90 1 155 0.90 1 20 0.90 1 220 0.90 1 125 0.90 1 20 0.90 1 20 0.90 1 65 0.90 1 175 0.90 1 20 0.90 1 60 0.90 1 20 0.90 1 0 5 0 0 --- --- 0 5 0 0 --- --- 75 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 28.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1498 0.064 0.457 LTR 0.141 11.2 B 11.2 B WB * L 531 0.210 0.457 L 0.460 15.9 B 14.3 B TR 842 0.087 0.457 TR 0.191 11.8 B NB L 524 0.017 0.400 L 0.042 12.8 B 14.0 B * TR 682 0.107 0.400 TR 0.268 14.2 B SB L 482 0.018 0.400 L 0.046 12.8 B 13.2 B TR 724 0.049 0.400 TR 0.123 13.3 B Intersection: Delay = 13.4sec/veh Int. LOS=B Xc= 0.37 * Critical Lane Group (v/s)Crit= 0.32 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Initial Operations Years 2020 R Marvin Peak AM Hour Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Initial Apps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 2 16.2 0.0 All 16.2 0.0 WB L 3 / 5 13.3 0.0 TR 1 / 3 15.7 0.0 All 13.8 0.0 NB L 0 / 1 11.5 0.0 TR 2 / 4 18.4 0.0 All 17.5 0.0 SB L 0 / 1 13.7 0.0 TR 1 / 2 15.9 0.0 All 15.4 0.0 Intersect. 15.4 SIG/Cinema v3.08 Marvin & Associates Page 2 15 155 20 220 125 20 20 65 175 20 60 20 1 31 24 1 31 24 2 27 24 2 27 24 HCM Analysis Summary Initial Operations Years 2020 R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Initial Apps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 20 0.90 1 125 0.90 1 30 0.90 1 240 0.90 1 170 0.90 1 20 0.90 1 25 0.90 1 70 0.90 1 260 0.90 1 20 0.90 1 80 0.90 1 15 0.90 1 5 5 0 0 --- --- 5 5 0 0 --- --- 100 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 28.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1461 0.059 0.457 LTR 0.129 11.1 B 11.1 B WB * L 542 0.225 0.457 L 0.493 16.5 B 14.7 B TR 849 0.111 0.457 TR 0.243 12.3 B NB L 516 0.022 0.400 L 0.054 12.9 B 14.8 B * TR 672 0.152 0.400 TR 0.381 15.0 B SB L 419 0.021 0.400 L 0.053 12.9 B 13.3 B TR 734 0.058 0.400 TR 0.144 13.4 B Intersection: Delay = 13.9sec/veh Int. LOS=B Xc= 0.44 * Critical Lane Group (v/s)Crit= 0.38 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Initial Operations Years 2020 R Marvin Peak PM Hour Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Initial Apps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 1 / 2 16.1 0.0 All 16.1 0.0 WB L 4 / 5 14.6 0.0 TR 2 / 3 15.5 0.0 All 14.8 0.0 NB L 0 / 2 13.2 0.0 TR 2 / 5 20.3 0.0 All 19.5 0.0 SB L 0 / 2 11.5 0.0 TR 1 / 2 17.1 0.0 All 15.6 0.0 Intersect. 16.4 SIG/Cinema v3.08 Marvin & Associates Page 2 20 125 30 240 170 20 25 70 260 20 80 15 1 31 24 1 31 24 2 27 24 2 27 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 5 20 25 5 10 10 100 55 15 100 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 45 11 17 Capacity, c (veh/h)798 701 1471 1392 v/c Ratio 0.05 0.06 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.2 0.0 0.0 Control Delay (s/veh)9.7 10.5 7.5 7.6 Level of Service, LOS A B A A Approach Delay (s/veh)9.7 10.5 0.4 1.0 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:01:58 PMCottonwood North Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)5 5 5 35 5 10 10 85 35 10 75 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 56 11 11 Capacity, c (veh/h)747 727 1500 1413 v/c Ratio 0.02 0.08 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.2 0.0 0.0 Control Delay (s/veh)9.9 10.4 7.4 7.6 Level of Service, LOS A B A A Approach Delay (s/veh)9.9 10.4 0.6 0.8 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:04:17 PMCottonwood North Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Access/ Annie St Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 5 30 25 5 10 15 120 55 40 95 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 45 17 44 Capacity, c (veh/h)751 621 1471 1342 v/c Ratio 0.08 0.07 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.3 0.2 0.0 0.1 Control Delay (s/veh)10.2 11.3 7.5 7.8 Level of Service, LOS B B A A Approach Delay (s/veh)10.2 11.3 0.6 2.1 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:09:02 PMCottonwood South Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Access/ Annie St Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 5 25 35 5 10 40 110 35 45 60 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 56 44 50 Capacity, c (veh/h)768 592 1520 1380 v/c Ratio 0.06 0.09 0.03 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.3 0.1 0.1 Control Delay (s/veh)10.0 11.7 7.4 7.7 Level of Service, LOS A B A A Approach Delay (s/veh)10.0 11.7 1.6 3.0 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:11:00 PMCottonwood South Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)25 5 15 20 5 5 30 85 5 5 145 50 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)51 34 33 6 Capacity, c (veh/h)606 582 1317 1492 v/c Ratio 0.08 0.06 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.2 0.1 0.0 Control Delay (s/veh)11.5 11.6 7.8 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)11.5 11.6 2.1 0.2 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:25:20 PMFlanders Mill North Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)30 5 15 5 5 5 15 150 15 10 125 25 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)56 18 17 11 Capacity, c (veh/h)594 597 1373 1391 v/c Ratio 0.09 0.03 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.3 0.1 0.0 0.0 Control Delay (s/veh)11.7 11.2 7.7 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)11.7 11.2 0.7 0.5 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:29:21 PMFlanders Mill North Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Acess/Annie St Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)25 5 15 30 5 20 30 75 10 10 140 60 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)51 61 33 11 Capacity, c (veh/h)592 639 1310 1500 v/c Ratio 0.09 0.10 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.3 0.3 0.1 0.0 Control Delay (s/veh)11.7 11.2 7.8 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)11.7 11.2 2.2 0.4 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:23:01 PMFlanders Mill South Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Access/ Annie St Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)30 5 20 10 5 10 15 140 10 20 100 25 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 28 17 22 Capacity, c (veh/h)622 629 1406 1411 v/c Ratio 0.10 0.04 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 0.0 0.0 Control Delay (s/veh)11.4 11.0 7.6 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)11.4 11.0 0.8 1.1 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/23/2017 4:19:04 PMFlanders Mill South Access Initial Opps PM.xtw MARVIN & ASSOCIATES 1/30/2017 36 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY APPENDIX B-2 FUTURE OPERATIONS YEAR 2035 CAPACITY CALCULATIONS HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/25/2017 East/West Street Baxter Lane Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Future AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)20 125 65 25 70 30 25 145 20 45 145 30 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 207 27 109 27 49 Capacity, c (veh/h)461 531 366 515 1375 1388 v/c Ratio 0.05 0.39 0.07 0.21 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.1 1.8 0.2 0.8 0.1 0.1 Control Delay (s/veh)13.2 16.1 15.6 13.9 7.7 7.7 Level of Service, LOS B C C B A A Approach Delay (s/veh)15.8 14.2 1.0 1.6 Approach LOS C B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/25/2017 5:56:12 PMCottonwood & Baxter Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/25/2017 East/West Street Baxter Lane Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Future PM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)20 180 55 100 140 35 80 145 15 30 80 25 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 256 109 190 87 33 Capacity, c (veh/h)308 482 257 466 1467 1395 v/c Ratio 0.07 0.53 0.42 0.41 0.06 0.02 95% Queue Length, Q₉₅ (veh)0.2 3.1 2.0 2.0 0.2 0.1 Control Delay (s/veh)17.6 20.6 28.9 17.9 7.6 7.6 Level of Service, LOS C C D C A A Approach Delay (s/veh)20.4 21.9 2.5 1.7 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/25/2017 5:58:14 PMCottonwood & Baxter Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future AM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)205 65 70 160 40 55 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)78 105 Capacity, c (veh/h)1266 650 v/c Ratio 0.06 0.16 95% Queue Length, Q₉₅ (veh)0.2 0.6 Control Delay (s/veh)8.0 11.6 Level of Service, LOS A B Approach Delay (s/veh)2.4 11.6 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/25/2017 5:45:38 PMBaxter & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/17/2017 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future PM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 0 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)180 45 40 240 35 50 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)44 95 Capacity, c (veh/h)1321 680 v/c Ratio 0.03 0.14 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)7.8 11.2 Level of Service, LOS A B Approach Delay (s/veh)1.1 11.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/25/2017 5:47:26 PMBaxter & Flanders Future PM.xtw HCM Analysis Summary Year 2035 Future Operations R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Future AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 75 0.92 1 305 0.92 1 165 0.92 1 270 0.92 1 230 0.92 1 85 0.92 1 45 0.92 1 260 0.92 1 320 0.92 1 30 0.92 1 245 0.92 1 30 0.92 1 50 5 0 0 --- --- 25 5 0 0 --- --- 120 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 279 0.000 0.400 27.1 C Lpro 238 0.046 0.133 L 0.159 11.3 B * TR 621 0.254 0.344 TR 0.736 29.9 C WB Lper 166 0.132 0.400 22.1 C * Lpro 238 0.133 0.133 L 0.725 20.5 C TR 627 0.173 0.344 TR 0.502 23.6 C NB Lper 220 0.000 0.278 32.7 C * Lpro 159 0.027 0.089 L 0.129 18.9 B * TR 739 0.150 0.222 TR 0.677 34.1 C SB Lper 128 0.000 0.278 28.7 C Lpro 159 0.018 0.089 L 0.115 19.3 B TR 782 0.083 0.222 TR 0.375 29.8 C Intersection: Delay = 27.4sec/veh Int. LOS=C Xc= 0.72 * Critical Lane Group (v/s)Crit= 0.56 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future Operations R Marvin Peak AM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Future AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 12.1 0.0 TR 9 / 11 5.6 0.1 All 6.2 0.1 WB L 5 / 7 13.3 0.0 TR 6 / 12 9.4 0.0 All 10.8 0.0 NB L 1 / 3 6.8 0.0 TR 5 / 9 10.1 0.0 All 9.9 0.0 SB L 1 / 2 8.2 0.0 TR 3 / 4 10.2 0.0 All 10.1 0.0 Intersect. 9.3 SIG/Cinema v3.08 Marvin & Associates Page 2 75 305 165 270 230 85 45 260 320 30 245 30 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCM Analysis Summary Year 2035 Future Operations R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 35 0.92 1 295 0.92 1 125 0.92 1 200 0.92 1 405 0.92 1 75 0.92 1 105 0.92 1 255 0.92 1 250 0.92 1 45 0.92 1 240 0.92 1 75 0.92 1 50 5 0 0 --- --- 25 5 0 0 --- --- 100 5 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 138 0.000 0.400 25.4 C Lpro 238 0.021 0.133 L 0.101 12.9 B TR 628 0.221 0.344 TR 0.642 26.6 C WB Lper 208 0.000 0.400 26.2 C * Lpro 238 0.121 0.133 L 0.487 13.5 B * TR 637 0.267 0.344 TR 0.776 31.8 C NB Lper 209 0.000 0.278 29.6 C * Lpro 159 0.064 0.089 L 0.310 19.8 B * TR 747 0.131 0.222 TR 0.589 32.2 C SB Lper 152 0.000 0.278 28.6 C Lpro 159 0.027 0.089 L 0.158 19.3 B TR 772 0.091 0.222 TR 0.408 30.1 C Intersection: Delay = 27.4sec/veh Int. LOS=C Xc= 0.74 * Critical Lane Group (v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future Operations R Marvin Peak PM Hour Durston Road/Cottonwood Road 01/19/2017 Case: Cottonwood Durston Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 13.4 0.0 TR 8 / 10 6.1 0.0 All 6.5 0.0 WB L 3 / 4 15.2 0.0 TR 12 / 14 7.3 0.0 All 8.4 0.0 NB L 2 / 3 8.1 0.0 TR 5 / 8 10.6 0.0 All 10.3 0.0 SB L 1 / 3 5.2 0.0 TR 3 / 5 10.5 0.0 All 9.8 0.0 Intersect. 8.8 SIG/Cinema v3.08 Marvin & Associates Page 2 35 295 125 200 405 75 105 255 250 45 240 75 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 1/7/2017 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 0 0 Configuration L T TR LR Volume, V (veh/h)110 565 420 95 60 110 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)120 185 Capacity, c (veh/h)957 392 v/c Ratio 0.13 0.47 95% Queue Length, Q₉₅ (veh)0.4 2.5 Control Delay (s/veh)9.3 22.2 Level of Service, LOS A C Approach Delay (s/veh)1.5 22.2 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/27/2017 12:30:25 PMDurston & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 1/7/2017 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 0 0 Configuration L T TR LR Volume, V (veh/h)155 475 530 70 50 130 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)168 195 Capacity, c (veh/h)857 360 v/c Ratio 0.20 0.54 95% Queue Length, Q₉₅ (veh)0.7 3.1 Control Delay (s/veh)10.2 26.2 Level of Service, LOS B D Approach Delay (s/veh)2.5 26.2 Approach LOS D Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/27/2017 12:34:23 PMDurston & Flanders Future PM.xtw HCM Analysis Summary Future Operations 2035 R Marvin Peak AM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 01/27/2017 Case: Durston & Ferguson Future 2035 AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 105 0.92 1 320 0.92 1 215 0.92 1 130 0.92 1 350 0.92 1 35 0.92 1 95 0.92 1 200 0.92 1 90 0.92 1 25 0.92 1 280 0.92 1 90 0.92 1 60 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 30 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 33.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 315 0.154 0.427 L 0.362 14.8 B 18.5 B * TR 762 0.289 0.427 TR 0.677 19.3 B WB L 233 0.258 0.427 L 0.605 19.8 B 17.1 B TR 793 0.222 0.427 TR 0.521 16.1 B NB L 381 0.119 0.440 L 0.270 13.5 B 13.9 B TR 798 0.155 0.440 TR 0.353 14.0 B SB * LTR 782 0.223 0.440 LTR 0.506 15.3 B 15.3 B Intersection: Delay = 16.6sec/veh Int. LOS=B Xc= 0.59 * Critical Lane Group (v/s)Crit= 0.51 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Operations 2035 R Marvin Peak AM Durston Road/Ferguson Avenue 01/27/2017 Case: Durston & Ferguson Future 2035 AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 7 7.2 0.0 TR 7 / 9 12.7 0.0 All 10.9 0.0 WB L 2 / 4 9.9 0.0 TR 6 / 7 13.6 0.0 All 12.8 0.0 NB L 2 / 4 9.0 0.0 TR 3 / 5 16.5 0.0 All 13.7 0.0 SB LTR 5 / 6 13.4 0.0 All 13.4 0.0 Intersect. 12.4 SIG/Cinema v3.08 Marvin & Associates Page 2 105 320 215 130 350 35 95 200 90 25 280 90 1 31 24 1 31 24 2 32 24 2 32 24 HCM Analysis Summary Future Operations 2035 R Marvin Peak PM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 01/27/2017 Case: Durston & Ferguson Future 2035 PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 165 0.92 1 325 0.92 1 155 0.92 1 120 0.92 1 330 0.92 1 20 0.92 1 110 0.92 1 260 0.92 1 105 0.92 1 10 0.92 1 380 0.92 1 115 0.92 1 45 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 45 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 30.0 3.5 1.5 35.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 312 0.229 0.400 L 0.574 19.2 B 19.8 B * TR 723 0.262 0.400 TR 0.654 20.0 B WB L 234 0.223 0.400 L 0.556 19.1 B 17.6 B TR 748 0.201 0.400 TR 0.501 17.1 B NB L 351 0.159 0.467 L 0.342 12.9 B 13.3 B TR 847 0.201 0.467 TR 0.431 13.5 B SB * LTR 851 0.274 0.467 LTR 0.588 15.4 B 15.4 B Intersection: Delay = 16.8sec/veh Int. LOS=B Xc= 0.62 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Operations 2035 R Marvin Peak PM Durston Road/Ferguson Avenue 01/27/2017 Case: Durston & Ferguson Future 2035 PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 9 / 14 3.3 0.0 TR 7 / 11 11.0 0.0 All 6.1 0.0 WB L 2 / 4 11.6 0.0 TR 5 / 7 13.3 0.0 All 13.0 0.0 NB L 3 / 8 6.0 0.0 TR 4 / 7 14.3 0.0 All 10.7 0.0 SB LTR 7 / 9 11.9 0.0 All 11.9 0.0 Intersect. 9.2 SIG/Cinema v3.08 Marvin & Associates Page 2 165 325 155 120 330 20 110 260 105 10 380 115 1 29 24 1 29 24 2 34 24 2 34 24 HCM Analysis Summary Year 2035 Future R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Cottonwood Road 01/27/2017 Case: Oak & Cottonwood Future AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 3 2 3 2 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 10 0.90 1 130 0.90 1 85 0.90 1 65 0.90 1 70 0.90 1 80 0.90 1 40 0.90 1 100 0.90 1 95 0.90 1 90 0.90 1 130 0.90 1 15 0.90 1 25 5 0 0 --- --- 40 5 0 0 --- --- 35 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 30.0 3.5 1.5 30.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1375 0.069 0.429 LTR 0.161 12.3 B 12.3 B WB * LTR 1167 0.071 0.429 LTR 0.166 12.3 B 12.3 B NB L 525 0.036 0.429 L 0.084 12.2 B 12.2 B TR 1443 0.053 0.429 TR 0.123 12.2 B SB * L 514 0.083 0.429 L 0.195 13.3 B 12.6 B TR 1515 0.044 0.429 TR 0.102 12.1 B Intersection: Delay = 12.4sec/veh Int. LOS=B Xc= 0.18 * Critical Lane Group (v/s)Crit= 0.15 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future R Marvin Peak AM Hour Oak Street/Cottonwood Road 01/27/2017 Case: Oak & Cottonwood Future AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 3 17.5 0.0 All 17.5 0.0 WB LTR 2 / 2 17.7 0.0 All 17.7 0.0 NB L 0 / 1 11.2 0.0 TR 1 / 2 20.7 0.0 All 19.2 0.0 SB L 1 / 3 8.9 0.0 TR 1 / 3 20.7 0.0 All 16.6 0.0 Intersect. 17.7 SIG/Cinema v3.08 Marvin & Associates Page 2 10 130 85 65 70 80 40 100 95 90 130 15 1 29 24 1 29 24 2 29 24 2 29 24 HCM Analysis Summary Year 2035 Future R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Cottonwood Road 01/27/2017 Case: Oak & Cottonwood Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 3 2 3 2 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 15 0.90 1 90 0.90 1 35 0.90 1 100 0.90 1 140 0.90 1 105 0.90 1 90 0.90 1 120 0.90 1 70 0.90 1 80 0.90 1 115 0.90 1 40 0.90 1 15 5 0 0 --- --- 45 5 0 0 --- --- 30 5 0 0 --- --- 20 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 30.0 3.5 1.5 30.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1352 0.044 0.429 LTR 0.103 12.0 B 12.0 B WB * LTR 1195 0.120 0.429 LTR 0.279 13.0 B 13.0 B NB * L 528 0.081 0.429 L 0.189 13.2 B 12.6 B TR 1473 0.051 0.429 TR 0.120 12.2 B SB L 515 0.074 0.429 L 0.173 13.1 B 12.4 B TR 1497 0.043 0.429 TR 0.100 12.1 B Intersection: Delay = 12.6sec/veh Int. LOS=B Xc= 0.23 * Critical Lane Group (v/s)Crit= 0.20 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future R Marvin Peak PM Hour Oak Street/Cottonwood Road 01/27/2017 Case: Oak & Cottonwood Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 1 / 2 16.0 0.0 All 16.0 0.0 WB LTR 2 / 3 16.8 0.0 All 16.8 0.0 NB L 1 / 2 10.0 0.0 TR 1 / 3 19.9 0.0 All 17.2 0.0 SB L 1 / 3 8.1 0.0 TR 1 / 3 21.0 0.0 All 16.5 0.0 Intersect. 16.7 SIG/Cinema v3.08 Marvin & Associates Page 2 15 90 35 100 140 105 90 120 70 80 115 40 1 29 24 1 29 24 2 29 24 2 29 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/7/2017 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)20 265 30 135 175 10 15 65 85 10 110 25 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 150 183 161 Capacity, c (veh/h)1353 1210 456 349 v/c Ratio 0.02 0.12 0.40 0.46 95% Queue Length, Q₉₅ (veh)0.0 0.4 1.9 2.3 Control Delay (s/veh)7.7 8.4 18.1 23.8 Level of Service, LOS A A C C Approach Delay (s/veh)0.5 3.7 18.1 23.8 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/27/2017 2:47:11 PMFlanders & Oak Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/7/2017 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)20 195 25 95 305 20 25 85 110 10 75 15 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 106 244 111 Capacity, c (veh/h)1186 1297 479 360 v/c Ratio 0.02 0.08 0.51 0.31 95% Queue Length, Q₉₅ (veh)0.1 0.3 2.8 1.3 Control Delay (s/veh)8.1 8.0 20.1 19.4 Level of Service, LOS A A C C Approach Delay (s/veh)0.7 2.0 20.1 19.4 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.1 Generated: 1/27/2017 2:49:18 PMFlanders & Oak Future PM.xtw HCM Analysis Summary Future Year 2035 R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Future AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 25 0.90 1 280 0.90 1 45 0.90 1 290 0.90 1 250 0.90 1 20 0.90 1 30 0.90 1 60 0.90 1 300 0.90 1 40 0.90 1 110 0.90 1 40 0.90 1 15 5 0 0 --- --- 5 5 0 0 --- --- 110 5 0 0 --- --- 20 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 35.0 3.5 1.5 25.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1620 0.115 0.500 LTR 0.230 10.2 B 10.2 B WB * L 498 0.324 0.500 L 0.647 19.3 B 15.5 B TR 932 0.158 0.500 TR 0.317 11.3 B NB L 445 0.026 0.357 L 0.074 14.9 B 17.3 B * TR 594 0.167 0.357 TR 0.468 17.6 B SB L 344 0.046 0.357 L 0.128 15.2 B 15.6 B TR 656 0.078 0.357 TR 0.220 15.8 B Intersection: Delay = 14.6sec/veh Int. LOS=B Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.49 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 R Marvin Peak AM Hour Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Future AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 3 17.6 0.0 All 17.6 0.0 WB L 4 / 6 14.1 0.0 TR 4 / 6 13.2 0.0 All 13.8 0.0 NB L 1 / 1 12.2 0.0 TR 3 / 6 18.0 0.0 All 17.3 0.0 SB L 0 / 2 15.2 0.0 TR 2 / 3 16.0 0.0 All 15.8 0.0 Intersect. 15.7 SIG/Cinema v3.08 Marvin & Associates Page 2 25 280 45 290 250 20 30 60 300 40 110 40 1 34 24 1 34 24 2 24 24 2 24 24 HCM Analysis Summary Future Year 2035 R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 20 0.92 1 280 0.92 1 15 0.92 1 350 0.92 1 330 0.92 1 45 0.92 1 50 0.92 1 80 0.92 1 280 0.92 1 40 0.92 1 70 0.92 1 40 0.92 1 5 5 0 0 --- --- 25 5 0 0 --- --- 100 5 0 0 --- --- 20 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 37.0 3.5 1.5 23.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1732 0.103 0.529 LTR 0.195 8.9 A 8.9 A WB * L 544 0.369 0.529 L 0.699 19.6 B 15.3 B TR 985 0.204 0.529 TR 0.387 10.9 B NB L 427 0.042 0.329 L 0.126 16.5 B 18.9 B * TR 552 0.168 0.329 TR 0.513 19.3 B SB L 302 0.047 0.329 L 0.142 16.6 B 16.7 B TR 597 0.054 0.329 TR 0.164 16.7 B Intersection: Delay = 14.8sec/veh Int. LOS=B Xc= 0.63 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 R Marvin Peak PM Hour Oak Street/Ferguson Avenue 01/24/2017 Case: Oak & Ferguson Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 2 18.6 0.0 All 18.6 0.0 WB L 7 / 9 9.9 0.0 TR 4 / 7 11.2 0.0 All 10.2 0.0 NB L 1 / 2 13.5 0.0 TR 3 / 5 18.2 0.0 All 17.4 0.0 SB L 1 / 2 10.1 0.0 TR 1 / 2 16.3 0.0 All 14.7 0.0 Intersect. 13.2 SIG/Cinema v3.08 Marvin & Associates Page 2 20 280 15 350 330 45 50 80 280 40 70 40 1 36 24 1 36 24 2 22 24 2 22 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 5 20 55 5 30 10 195 125 60 215 5 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 100 11 67 Capacity, c (veh/h)580 527 1321 1187 v/c Ratio 0.07 0.19 0.01 0.06 95% Queue Length, Q₉₅ (veh)0.2 0.7 0.0 0.2 Control Delay (s/veh)11.7 13.4 7.7 8.2 Level of Service, LOS B B A A Approach Delay (s/veh)11.7 13.4 0.2 1.8 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 2:52:28 PMCottonwood North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)5 5 5 80 5 45 10 230 70 30 210 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 145 11 33 Capacity, c (veh/h)513 576 1322 1210 v/c Ratio 0.04 0.25 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.1 1.0 0.0 0.1 Control Delay (s/veh)12.3 13.3 7.7 8.1 Level of Service, LOS B B A A Approach Delay (s/veh)12.3 13.3 0.2 1.0 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 2:55:01 PMCottonwood North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 5 30 55 5 30 15 280 125 60 220 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 100 17 67 Capacity, c (veh/h)554 460 1310 1081 v/c Ratio 0.11 0.22 0.01 0.06 95% Queue Length, Q₉₅ (veh)0.4 0.8 0.0 0.2 Control Delay (s/veh)12.3 15.0 7.8 8.5 Level of Service, LOS B B A A Approach Delay (s/veh)12.3 15.0 0.3 1.8 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 2:57:57 PMCottonwood South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 5 25 80 5 45 40 255 70 30 255 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 145 44 33 Capacity, c (veh/h)575 492 1268 1166 v/c Ratio 0.08 0.29 0.03 0.03 95% Queue Length, Q₉₅ (veh)0.3 1.2 0.1 0.1 Control Delay (s/veh)11.8 15.3 7.9 8.2 Level of Service, LOS B C A A Approach Delay (s/veh)11.8 15.3 0.9 0.8 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 3:01:26 PMCottonwood South Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)45 5 30 10 5 5 60 115 5 5 175 95 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 23 67 6 Capacity, c (veh/h)495 464 1228 1450 v/c Ratio 0.18 0.05 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.6 0.2 0.2 0.0 Control Delay (s/veh)13.9 13.2 8.1 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)13.9 13.2 3.0 0.2 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 4:18:27 PMFlanders Mill North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)65 5 45 5 5 5 30 150 15 10 140 45 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 18 33 11 Capacity, c (veh/h)569 536 1329 1391 v/c Ratio 0.22 0.03 0.02 0.01 95% Queue Length, Q₉₅ (veh)0.9 0.1 0.1 0.0 Control Delay (s/veh)13.1 11.9 7.8 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)13.1 11.9 1.4 0.5 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 4:20:57 PMFlanders Mill North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Acess/Annie St Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)45 5 30 30 5 20 60 135 10 10 110 95 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 61 67 11 Capacity, c (veh/h)517 522 1304 1418 v/c Ratio 0.17 0.12 0.05 0.01 95% Queue Length, Q₉₅ (veh)0.6 0.4 0.2 0.0 Control Delay (s/veh)13.4 12.8 7.9 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)13.4 12.8 2.6 0.4 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 4:23:13 PMFlanders Mill South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/23/2017 East/West Street South Acess/Annie St Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)65 5 45 10 5 10 30 155 10 20 125 45 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 28 33 22 Capacity, c (veh/h)562 548 1348 1392 v/c Ratio 0.23 0.05 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.9 0.2 0.1 0.0 Control Delay (s/veh)13.3 11.9 7.7 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)13.3 11.9 1.4 0.9 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.1 Generated: 1/27/2017 4:24:54 PMFlanders Mill South Access Future PM.xtw MARVIN & ASSOCIATES 1/30/2017 37 NEW BOZEMAN HIGH SCHOOL TRAFFIC IMPACT STUDY APPENDIX C – SITE TRAFFIC ASSIGNMENT MATRIX 2020 AM HOUR SITE TRAFFIC ASSIGNMENT Enter 279 Exit 137 FLANDERS MILL ROAD 7% 29 20 10 00 2 0 1 0 10 11 11 6 1%43 1 3 3 3 3 0 082% 30 0 2 2 2 2 2 2 63 000 1 1 3 0 0 28 14 042 6% 042 25 0 0 28 14 17 8 000 6 2 2 0 1 7 00 5 0 02 2 2 23 07 8 7 8 8 05 9 4%17 9 1 42 42 8 16 116 116 29 59 87 21% 11 2 21 19 19 9 62 38 38 1 0 29 40 1 0 1 1 1 3 1 300 23 15 94 43 1 3 38 136 4 1% 38 136 23 15 94 43 0 1 21 2 4 74 7 0 00 7 3 2 7 4 2 1 00 0 0 0 99 109 0 0 0 0 0 24 67 35 13 0 0 0 7 55 27 21 0 36 63 60 48 99 109 99 109 36 63 60 48 0 2 43 6 4 71 3 0 00 7 3 2 7 4 2 1 00 0 0 0 123 109 0 0 0 0 0 24 91 35 13 0 0 0 5 55 5 2 72 7 0 49 111 27 54 159 81 159 81 0 49 111 27 54 0 0 13 32 4 11 15 0 0 0 17 27 19 19 19 23 31 39 39 0 0 31 12%50 7 3 46 46 4 8 58 58 15 31 46 11% 33 0 8 27 27 19 19 4 0 15 06 5 1 6 800 40 81 48 121 12 29%3% Ferguson & Durston COTTONWOOD ROAD FERGUSON AVENUE Cotton Baxter Flanders & Baxter Ferguson & OakCotton & Oak Flanders & Oak Cotton & North DU R S T O N  RO A D Cotton & Durston Flanders & Durston Cotton & South Flanders & South Flanders & North BA X T E R  LA N E OA K  ST R E E T NO R T H  AC C E S SO U T H  AC C E S S 2020 PM HOUR SITE TRAFFIC ASSIGNMENT Enter 133 Exit 199 FLANDERS MILL ROAD 7% 23 91 4 009 2 0 14 16 16 3 1%31 2 2 7 2 7 0 072% 10 0 1 1 1 1 1 1 34 000 1 6 4 0 0 13 20 033 6% 033 20 0 0 13 20 8 12 000 3 1 1 0 800 8 0 01 2 1 24 03 7 3 7 1 2 02 8 4%13 4 2 31 31 11 7 93 93 42 28 70 21% 5 1 10 19 19 4 30 56 56 2 0 42 60 1 5 2 1 6 4 5 100 11 21 45 62 2 1 33 107 3 1% 33 107 11 21 45 62 0 6 6 22 22 0 0 0 11 46 35 31 0 0 00 0 8 4 8 6 0 00 0 0 35 37 50 19 0 0 0 1 13 2 1 33 1 0 41 43 42 44 84 86 84 86 41 43 42 44 0 3 54 1 2 21 9 0 0 0 11 46 35 31 0 0 0 0 0 119 86 0 0 0 0 0 35 73 50 19 0 0 0 3 23 2 1 31 3 0 71 64 39 26 135 64 135 64 0 71 64 39 26 0 0 19 46 6 16 22 0 0 0 24 13 20 20 20 11 15 19 19 0 0 15 12%40 3 5 37 37 6 4 46 46 22 15 37 11% 16 0 11 16 16 28 28 6 0 22 03 18 400 58 39 64 96 10 29%3% COTTONWOOD ROAD FERGUSON AVENUE Cotton Baxter Flanders & Baxter Ferguson & OakCotton & Oak Flanders & Oak Ferguson & Durston Cotton & South Flanders & South Flanders & North DU R S T O N  RO A D Cotton & Durston Flanders & Durston Cotton & North BA X T E R  LA N E OA K  ST R E E T NO R T H  AC C E S SO U T H  AC C E S S 2035 AM HOUR SITE TRAFFIC ASSIGNMENT Enter 643 Exit 317 FLANDERS MILL ROAD 8% 102 51 51 05 10 13 0 25 0 0 51 2%26 0 6 0 0 0 0 77 8% 13 13 0 0 0 0 51 25 62 50 0 2 5 64 32 51 25 96 77 10% 96 77 0 64 32 51 25 0 0 05 1 1 3 1 0 4 1 0 000 16 0 6 51 51 5 0 154 154 0 0 148 5%48 6 3 90 90 15 31 230 230 73 148 221 23% 32 26 41 40 40 19 123 76 76 3 0 73 13 25 20 10 20 61 6 0 0 118 58 184 91 3 6 177 275 10 1% 177 275 118 58 184 91 05 9 5 9 9 2 9 2 0 0 0 29 83 153 45 0 0 0 0 0 264 228 0 0 0 0 0 54 181 75 30 0 0 0 29 122 61 45 0 113 151 122 106 264 228 264 228 113 151 122 106 05 4 5 9 9 2 3 0 0 0 0 29 83 153 45 0 0 0 0 0 264 228 0 0 0 0 0 54 181 75 30 0 0 0 122 122 61 61 0 108 243 60 122 351 182 351 182 0 108 243 60 122 0 0 25 74 9 25 36 0 0 0 33 51 43 43 43 50 72 90 90 0 0 71 10%97 13 7 102 102 9 18 134 134 35 71 106 11% 64 0 17 59 59 44 44 10 0 35 0 149 37 19 0 0 91 186 10 19 277 29 29%3% BA X T E R  LA N E OA K  ST R E E T NO R T H  AC C E S SO U T H  AC C E S S Cotton & South Flanders & South Flanders & North DU R S T O N  RO A D Cotton & Durston Flanders & Durston Ferguson & Durston COTTONWOOD ROAD FERGUSON AVENUE Cotton Baxter Flanders & Baxter Ferguson & OakCotton & Oak Flanders & Oak Cotton & North 2035 PM HOUR SITE TRAFFIC ASSIGNMENT Enter 306 Exit 459 FLANDERS MILL ROAD 8% 98 24 73 02 40 18 0 37 0 0 24 2%24090000618% 66 00 00 2 4 3 7 93 70 0 3 7 31 46 24 37 77 61 10% 77 61 0 31 46 24 37 0 0 02 46 52 00 0 0 0 23 0 9 33 33 7 0 73 73 0 0 70 5%38 3 5 72 72 22 15 184 184 106 70 176 23% 15 12 20 39 39 9 59 110 110 5 0 106 18 37 29 14 29 88 3 0 0 56 84 88 131 5 3 141 219 8 1% 141 219 56 84 88 131 02 8 2 8 4 4 4 40 0 0 42 120 73 66 0 0 0 0 0 218 182 0 0 0 0 0 78 98 109 44 0 0 04 2 7 0 2 9 6 60 106 112 87 95 218 182 218 182 106 112 87 95 07 8 2 8 4 4 4 40 0 0 42 120 73 66 0 0 0 0 0 218 182 0 0 0 0 0 78 98 109 44 0 0 07 0 7 0 2 9 2 90 156 140 87 58 296 145 296 145 0 156 140 87 58 0 0 37 106 13 36 51 0 0 0 47 24 44 44 44 24 34 43 43 0 0 34 10%78 6 11 81 81 13 9 107 107 50 34 84 11% 31 0 25 37 37 64 64 14 0 50 07 1 1 8 90 0 132 89 14 9 220 23 29%3% BA X T E R  LA N E OA K  ST R E E T NO R T H  AC C E S SO U T H  AC C E S S Cotton & South Flanders & South Flanders & North DU R S T O N  RO A D Cotton & Durston Flanders & Durston Ferguson & Durston COTTONWOOD ROAD FERGUSON AVENUE Cotton Baxter Flanders & Baxter Ferguson & OakCotton & Oak Flanders & Oak Cotton & North MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 1 Kyle Scarr, PE TD&H Engineering 234 E Babcock, Suite 3 Bozeman, MT 59715 January 15, 2018 Re: New Bozeman High Traffic Impact Study Update This letter along with the attached figures and appendices constitute an update of the original Traffic Impact Study (TIS) dated January 21, 2017. The TIS update was necessitated by changes that occurred to the site plan during the school’s design process. In the past year the City of Bozeman has also raised some questions with regard to timing of the Cottonwood Road extension north of Oak Street to Baxter Lane. Specifically, whether the Cottonwood Road extension would be necessary to ensure satisfactory traffic operations associated with the school. The original TIS was based on the assumption that the Cottonwood extension would be in existence by the time the school population was at its maximum design capacity. This update includes two separate analyses for future conditions with and without the Cottonwood extension. The following narratives present updated analysis assumptions, methodology, and analysis results which reference the attached figures and calculations contained in the appendix. Site Plan Changes The final site plan layout is shown on revised Figure 1 location (attached). The final site plan has numerous changes from the concept plan used in the original TIS. The most significant changes involve site access design and continuation of Annie Street through the school property. The concept plan utilized two loop roads with no internal connections between Cottonwood Road and Flanders Mill Road. In the final plan, the southern site accesses at Annie Street would still serve all movements while the northern site accesses would have limited movements. On Cottonwood Road, the northern access would operate as a right-in and right-out approach with a raised median on Cottonwood Road. The northern site access on Flanders Mill Road would be offset south of a future local street access to the subdivision east of Flanders Mill Road and operate as a T-intersection. Changes to parking areas were also made in the final plan. Of the parking spaces within the site, 45% of the spaces could be accessed from Cottonwood Road and 55% accessed by Flanders Mill Road. Approximately 60 curb-side pick-up and drop-off parking spaces would be accommodated on Annie Street with additional pick-up drop-off areas within the site parking lots. Bus loading operations would be accommodated by designated spaces along the circulation road immediately south of the new school building. A future parking lot north of Oak Street would not be constructed initially, but design plans for Oak Street include necessary infrastructure to accommodate a future pedestrian crossing using HAWK traffic signals. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 2 Trip Generation Trip generation estimates remain the same as the original TIS. Additional trip generation classifications were calculated based on the use of Annie Street parking spaces for pick-up and drop-off (PU/DO) usage. The table below shows the classifications used in developing site traffic assignments within the updated study. Trip Distribution Trip distribution percentages were recalculated based on recently updated information relative to planned subdivision developments in the Bozeman area and more refined analysis of potential school boundaries and travel time routing. Attached “Figure 4 Revised” illustrates the initial and future trip distribution percentages used in the TIS update. The new percentages do not vary substantially from the original TIS, but represent a more accurate accounting of potential travel routing to the final site development plan. Traffic Assignment Traffic assignment models were created with new algorithms used to assign site traffic to the area street system and summaries of the model results are attached as “Appendix C Update”. A total of six models were created. Initial operations assignment models (year 2020) were developed for the am and pm hours. The 2020 models include construction of Oak Street from Ferguson to Cottonwood Road and construction of a new arterial street section on Cottonwood Road from Durston Road to Oak Street. Four models were completed for future site operations. Am and pm traffic models for future conditions with an extension of Enter Exit Enter Exit Intial Operations Parking Trips 144 2 1 67 PU/DO Trips 105 105 106 106 Subtotal Park + PUDO 249 107 107 173 Annie St PU/DO 30 30 26 26 Total Trips 279 137 133 199 Future Operations Parking Trips 331 5 3 156 PU/DO Trips 234 234 228 228 Subtotal Park + PUDO 565 239 231 384 Annie St PU/DO 78 78 75 75 Total Trips 643 317 306 459 AM HOUR PM HOUR NEW BOZEMAN HIGH SCHOOL TRIP GENERATION MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 3 Cottonwood Road from Oak Street north to Baxter Lane and am and pm hours without the Cottonwood extension north of Oak Street. Traffic Volume Impacts Revised Figures 5 and 6 (attached) illustrate year 2020 traffic volume projections with initial school operations traffic assignment volumes in the am and pm hours respectively. Attached Figure 7 and 8 Revised presents updated traffic projections for year 2035 conditions associated with the extension of Cottonwood Road north of Oak Street to Baxter Lane for am and pm hours respectively. New Figures 10 and 11 represent future year 2035 am and pm traffic volumes that would be associated with a road system that does not include the extension of Cottonwood Road north of Oak Street. In comparing Figures 7 and 8 to Figures 10 and 11, it can be seen that the most substantial differences would be through traffic on Cottonwood Road south of Oak Street. Most of the differences can be attributed to loss of the planned arterial street function that Cottonwood Road is intended to serve in the future. Eventually Cottonwood Road would connect to Valley Center Road and serve as a major north-south arterial in the Bozeman area, paralleling N 19th Avenue. Traffic projections for year 2035 volumes included approximately 4,000 average daily traffic (ADT) demand that would otherwise use N 19th Avenue for north-south travel across the Bozeman Urban Area. Only a minor volume of traffic could be attributed to drivers accessing the school site (approximately 160 ADT). Intersection Capacity Impacts Capacity calculations were completed using traffic projections illustrated in Figures 5 thru 8 revised and Figures 10 and 11. Capacity calculations for the six time periods and conditions can be found in attached Appendices: B-2 Revised, B-3 Revised and B-4 (new). New Table 6, on the following page presents a comparative summary of am and pm level of service (LOS) and delay results for year 2020 initial operations, year 2035 operations without the Cottonwood Road north extension, and year 2035 operations with the Cottonwood Road north extension. It can be seen in Table 6 that all intersections and individual intersection movements would operate at LOS “C” or better for initial operations in the year 2020. For future year 2035 operations without the north extension of Cottonwood Road, only two intersections would be impacted: Flanders Mill Road and Oak Street, where the southbound approach would operate at LOS “E” in the peak am hour, and Flanders Mill Road and Durston Road where the southbound approach would operate at LOS “D” in the pm hour. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 4 De l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S D e l a y L O S (C o t t o n w o o d ) Pe a k A M 7. 6 A 11 . 2 B 7 . 6 A 12 . 6 B 3 0 . 6 D 2 4 . 3 C 8 . 1 A 8 . 0 A Pe a k P M 7. 8 A 11 . 9 B 7 . 9 A 12 . 1 B 2 8 . 6 D 3 4 . 7 D 7 . 8 A 7 . 8 A Pe a k A M 3. 5 A 3 . 2 A 3 . 6 A 3. 6 A 3 . 3 A 4 . 0 A 5. 4 A 4 . 8 A 5 . 9 A 4 . 9 A Pe a k P M 3. 3 A 3 . 7 A 3 . 5 A 3. 4 A 4 . 0 A 3 . 9 A 4. 6 A 6 . 5 A 6 . 0 A 5 . 7 A Pe a k A M 8. 8 A 8 . 7 A 8. 9 A 9 . 3 A 9. 6 A 1 0 . 1 B Pe a k P M 8. 7 A 8 . 9 A 8. 8 A 9 . 2 A 9. 5 A 1 0 . 7 B (A n n i e S t r e e t ) P e a k A M 9. 9 A 1 0 . 7 B 7 . 5 A 7 . 6 A 1 1 . 9 B 1 6 . 3 C 7 . 5 A 8 . 4 A 1 2 . 9 B 1 4 . 7 B 8 . 2 A 8 . 0 A Pe a k P M 10 . 1 B 1 1 . 6 B 7 . 5 A 7 . 6 A 1 0 . 8 B 1 5 . 0 B 7 . 6 A 7 . 9 A 1 4 . 1 B 2 1 . 6 C 8 . 3 A 8 . 0 A Pe a k A M 22 . 0 C 1 6 . 5 B 2 8 . 6 C 2 7 . 9 C 2 5 . 6 C 2 1 . 3 C 3 0 . 2 C 2 7 . 5 C 2 7 . 2 C 2 3 . 1 C 3 3 . 1 C 2 9 . 4 C Pe a k P M 22 . 1 C 1 9 . 5 B 2 6 . 9 C 2 6 . 9 C 2 5 . 1 C 2 3 . 7 C 2 6 . 4 C 2 5 . 9 C 2 5 1 . 0 C 2 3 . 7 C 3 2 . 3 C 2 7 . 9 C Pe a k A M 7. 9 A 1 1 . 2 B 8. 2 A 1 2 . 6 B 8. 0 A 1 1 . 3 B Pe a k P M 7. 8 A 1 4 . 2 B 7. 9 A 1 3 . 3 B 7. 9 A 1 1 . 9 B Pe a k A M 7. 4 A 7 . 8 A 1 3 . 2 B 1 5 . 5 C 8 . 8 A 9 . 7 A 1 9 . 8 C 4 4 . 4 E 8 . 3 A 8 . 9 A 1 5 . 1 C 2 0 . 7 C Pe a k P M 7. 6 A 7 . 6 A 1 4 . 8 B 1 4 . 3 B 8 . 0 A 8 . 1 A 2 2 . 4 C 2 4 . 8 C 8 . 0 A 8 . 2 A 1 8 . 7 C 2 1 . 7 C Pe a k A M 10 . 5 B 7. 8 A 12 . 2 B 8. 3 A 11 . 7 B 8. 3 A Pe a k P M 10 . 6 B 7. 7 A 12 . 0 B 7. 9 A 11 . 3 B 7. 8 A (A n n i e S t r e e t ) P e a k A M 10 . 7 B 1 0 . 7 B 7 . 6 A 7 . 4 A 1 3 . 6 B 1 2 . 4 B 7 . 7 A 7 . 4 A 1 2 . 9 B 1 2 . 2 B 7 . 7 A 7 . 4 A Pe a k P M 11 . 8 B 1 1 . 5 B 7 . 6 A 7 . 6 A 1 4 . 0 B 1 1 . 7 B 7 . 7 A 7 . 5 A 1 3 . 3 B 1 1 . 7 B 7 . 2 A 7 . 5 A Pe a k A M 8. 5 A 15 . 8 C 9 . 1 A 19 . 6 C 9 . 1 A 19 . 6 C Pe a k P M 8. 9 A 16 . 2 C 9 . 9 A 26 . 9 D 9 . 9 A 26 . 9 D Pe a k A M 11 . 2 B 1 4 . 3 B 1 4 . 0 B 1 3 . 2 B 1 0 . 4 B 1 4 . 2 B 1 7 . 2 B 1 6 . 2 B 1 0 . 3 B 1 4 . 1 B 1 7 . 2 B 1 6 . 7 B Pe a k P M 11 . 2 B 1 4 . 7 B 1 4 . 8 B 1 3 . 3 B 9 . 1 A 1 3 . 6 B 1 8 . 9 B 1 7 . 3 B 9 . 1 A 1 3 . 6 B 1 8 . 9 B 1 7 . 3 B Pe a k A M 11 . 9 B 1 1 . 4 B 1 6 . 1 B 1 6 . 7 B 1 8 . 5 B 1 7 . 1 B 1 3 . 9 B 1 5 . 3 B 1 8 . 5 B 1 7 . 1 B 1 3 . 9 B 1 5 . 3 B Pe a k P M 13 . 1 B 1 2 . 9 B 1 8 . 6 B 1 6 . 7 B 1 9 . 8 B 1 7 . 6 B 1 3 . 3 B 1 5 . 4 B 1 9 . 8 B 1 7 . 6 B 1 3 . 3 B 1 5 . 4 B Fl a n d e r s M i l l R d & D u r s t o n R d Ye a r 2 0 3 7 w i t h C o t t o n w o o d N o r t h EB W B N B S B WB N B S B Fl a n d e r s M i l l R d & N o r t h A c c e s s Fl a n d e r s M i l l R d & S o u t h Fl a n d e r s M i l l R d & B a x t e r L n Fl a n d e r s M i l l R d & O a k S t r e e t Ta b l e 6 . C a p a c i t y A n a l y s i s C o m p a r i s o n S u m m a r y Co t t o n w o o d R d & S o u t h A cc e s s Co t t o n w o o d R d & D u r s t o n R d Fe r g u s o n A v e & O a k S t r e e t Fe r g u s o n A v e & D u r s t o n R d Ye a r 2 0 3 7 w i t h o u t C o t t o n w o o d N o r t h EB W B N B S B In t e r s e c t i o n Ye a r 2 0 2 0 I n i t i a l O p e r a t i o n s Ba x t e r L n & H a r p e r P u c k e t t R d Co t t o n w o o d R d & O a k S t r e e t Co t t o n w o o d R d & N o r t h A c c e s s EB MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 5 For year 2035 conditions, with the Cottonwood Road North extension in-place, the southbound approach on Flanders Mill Road would improve to LOS “C” in the am hour. The southbound approach on Flanders Mill Road at Durston Road would still operate at LOS “D” during the peak pm hour. In addition, the Baxter Lane and Cottonwood Road intersection would have LOS “D” on both eastbound and westbound approaches in the peak pm hour, whereas only the eastbound approach would operate at LOS “D” during the peak am hour. Future Improvement Scenarios When the extension of Cottonwood Road between Oak Street and Baxter Lane is being designed, traffic operations should be evaluated for signalization. Most likely a roundabout would be considered to be the most efficient intersection control at that location. Without the Cottonwood Road extension being constructed in the future, the most critical intersection would be Flanders Mill Road and Oak Street in the peak am hour traffic period. Since Flanders Mill Road would operate as a local street access to a major arterial, four-way stop control would not be an option. Addition of turn lanes on Flanders Mill Road would not improve the efficiency to any great degree since the majority of traffic would be associated with the southbound through movement. The majority of southbound traffic (90 of 175 vehicles) is also site generated traffic that would only impact the intersection during a short period of time in the peak am hour. Thus, it is extremely likely that school access drivers would be delayed to a degree that they would divert their path and turn right onto Oak Street and use the Annie Street access on Cottonwood Road instead of the Flanders Mill Road accesses. Capacity calculations (see attached Appendix B-5) indicate that if 45 of the 90 southbound vehicles diverted their path to the Cottonwood Road access, the southbound approach at Flanders Mill Road and Oak Street would operate at LOS “C”. Capacity calculations for the Cottonwood Road and Annie Street intersection were also completed and it was determined that the additional 45 southbound left-turn movements would not impact the LOS at that intersection. Thus, the impact at Flanders Mill Road would be a self- regulating condition based on available gaps and delay tolerance. The southbound approach at the intersection of Durston Road and Flanders Mill Road would operate at LOS “D” whether the Cottonwood Road Intersection was constructed in the future or not. Capacity calculations in Appendix B-5 indicate that dual approach lanes would increase the overall LOS on the southbound approach to “C”. However, the left-turn movement would still operate at LOS “D”. With the Annie Street connection between Flanders Mill Road and Cottonwood being available as an alternate route, it is possible that some of the left-turn traffic would divert to Cottonwood Road or use Oak Street to head east instead of being delayed while turning left onto Durston Road. In either case, the added delay MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 New Bozeman High School TIS Update 6 calculated for the approach is only 2.0 seconds longer than the LOS “C” cutoff delay of 25.0 seconds. Conclusions and Recommendations The updated TIS analysis indicates that with the street system improvements currently under design as a part of new Bozeman High School development, initial operations of the school in the year 2020 will not impact efficiency at any study intersections. Timing of maximum school occupancy is not specifically known, but there is a good probability that it would occur within the following 5 to 10-year period. The study assumed that year 2035 traffic conditions would represent a future time period when the school would have a 1,500 student population and surrounding land areas would be close to full development. It was not known whether the Cottonwood Road extension north of Oak Street would be in-place at that time, and the analysis included both scenarios to determine impacts that could be addressed for future consideration. Three intersections were identified with potential impacts and it was determined that intersections with Flanders Mill Road would have the greatest potential for impact, especially if the Cottonwood North extension was not in-place. Since the impacts identified at the Flanders Mill Road and Oak Street intersection would be a self-regulating condition with alternate routing, no improvements are recommended. Operations at the intersection of Durston Road and Flanders Mill Road could be improved by adding a traffic lane on the southbound approach. However, the measure of improved delay would be minimal for the investment required. This intersection is similar to the Oak Street and Flanders Mill Road intersection in that alternate routing would be available and therefore no improvements are recommended. The intersection of Baxter Lane and Harper Puckett Road would be impacted only when the extension of Cottonwood Road is extended north of Oak Street. Optimum control measures should be investigated when the extension roadway is designed. Robert R. Marvin, P.E., P.T.O.E NEW BOZEMAN HIGH SCHOOL TIS UPDATE – REVISED & NEW FIGURES APPENDIX B-2 UPDATE Year 2020 Initial Operations Capacity HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 12/19/17 East/West Street Baxter Lane Analysis Year 2020 North/South Street Harper Puckett Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h)15 135 120 25 85 20 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 117 Capacity, c (veh/h)1424 694 v/c Ratio 0.01 0.17 95% Queue Length, Q₉₅ (veh)0.0 0.6 Control Delay (s/veh)7.6 11.2 Level of Service, LOS A B Approach Delay (s/veh)0.8 11.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:23:05 PMBaxter & Harper Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 12/19/17 East/West Street Baxter Lane Analysis Year 2020 North/South Street Harper Puckett Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h)15 165 155 80 60 10 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 78 Capacity, c (veh/h)1309 600 v/c Ratio 0.01 0.13 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)7.8 11.9 Level of Service, LOS A B Approach Delay (s/veh)0.8 11.9 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:25:29 PMBaxter & Harper Initial Opps PM.xtw LANE SUMMARY Site: 101 [Oak & Cottonwood 2020 Peak AM] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1d 65 3.0 1154 0.057 100 3.6 LOS A 0.2 5.0 Full 1600 0.0 0.0 Lane 2 27 3.0 1085 0.025 100 3.5 LOS A 0.1 2.2 Full 1600 0.0 0.0 Approach 92 3.0 0.057 3.6 LOS A 0.2 5.0 East: Oak Street Lane 1 33 3.0 1203 0.027 100 3.2 LOS A 0.1 2.5 Full 1600 0.0 0.0 Lane 2d 65 3.0 1271 0.051 100 3.2 LOS A 0.2 4.7 Full 1600 0.0 0.0 Approach 98 3.0 0.051 3.2 LOS A 0.2 4.7 West: Oak Street Lane 1 116 3.0 1255 0.093 100 3.6 LOS A 0.4 9.2 Full 800 0.0 0.0 Lane 2d 123 3.0 1324 0.093 100 3.5 LOS A 0.3 8.9 Full 1600 0.0 0.0 Approach 239 3.0 0.093 3.5 LOS A 0.4 9.2 Intersection 429 3.0 0.093 3.5 LOS A 0.4 9.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Wednesday, December 20, 2017 1:28:54 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\Capacity\Cottonwood & Oak Street AM Year 2037.sip7 LANE SUMMARY Site: 101 [Oak & Cottonwood 2020 Peak PM] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1d 87 3.0 1213 0.072 100 3.6 LOS A 0.3 6.5 Full 1600 0.0 0.0 Lane 2 33 3.0 1145 0.028 100 3.4 LOS A 0.1 2.5 Full 1600 0.0 0.0 Approach 120 3.0 0.072 3.5 LOS A 0.3 6.5 East: Oak Street Lane 1 43 3.0 1179 0.037 100 3.4 LOS A 0.1 3.4 Full 1600 0.0 0.0 Lane 2d 141 3.0 1248 0.113 100 3.8 LOS A 0.4 10.9 Full 1600 0.0 0.0 Approach 185 3.0 0.113 3.7 LOS A 0.4 10.9 West: Oak Street Lane 1 71 3.0 1243 0.057 100 3.4 LOS A 0.2 5.5 Full 800 0.0 0.0 Lane 2d 75 3.0 1311 0.057 100 3.2 LOS A 0.2 5.3 Full 1600 0.0 0.0 Approach 147 3.0 0.057 3.3 LOS A 0.2 5.5 Intersection 451 3.0 0.113 3.5 LOS A 0.4 10.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Wednesday, December 20, 2017 1:33:20 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\TIS REVISIONS 121217\Capacity\Year 2020\Cottonwood & Oak Street PM Year 2037.sip7 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/19/17 East/West Street North Access Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)20 15 70 20 115 5 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 17 Capacity, c (veh/h)977 990 v/c Ratio 0.02 0.02 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)8.8 8.7 Level of Service, LOS A A Approach Delay (s/veh)8.8 8.7 Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:35:07 PMCottonwood North Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/1/17 East/West Street North Access Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)05 20 95 10 95 10 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 22 Capacity, c (veh/h)990 955 v/c Ratio 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)8.7 8.9 Level of Service, LOS A A Approach Delay (s/veh)8.7 8.9 Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:38:14 PMCottonwood North Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Access (Annie St) Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 5 30 40 5 15 15 55 95 10 115 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 67 17 11 Capacity, c (veh/h)799 702 1444 1373 v/c Ratio 0.08 0.09 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.2 0.3 0.0 0.0 Control Delay (s/veh)9.9 10.7 7.5 7.6 Level of Service, LOS A B A A Approach Delay (s/veh)9.9 10.7 0.7 0.6 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:27:23 PMCottonwood South Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Access (Annie St) Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 10 20 60 10 10 40 85 50 5 75 15 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)44 89 44 6 Capacity, c (veh/h)747 637 1492 1393 v/c Ratio 0.06 0.14 0.03 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.5 0.1 0.0 Control Delay (s/veh)10.1 11.6 7.5 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)10.1 11.6 1.7 0.4 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:29:46 PMCottonwood South Access Initial Opps PM.xtw HCM Analysis Summary Year 2020 Initial Operations R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Initial Opps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 30 0.90 1 205 0.90 1 110 0.90 1 180 0.90 1 155 0.90 1 10 0.90 1 30 0.90 1 125 0.90 1 200 0.90 1 15 0.90 1 150 0.90 1 20 0.90 1 50 5 0 0 --- --- 5 5 0 0 --- --- 80 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 398 0.000 0.400 22.0 C Lpro 238 0.018 0.133 L 0.052 10.2 B * TR 625 0.163 0.344 TR 0.472 23.3 C WB Lper 296 0.000 0.400 16.5 B * Lpro 238 0.112 0.133 L 0.375 12.1 B TR 644 0.095 0.344 TR 0.276 21.5 C NB Lper 278 0.000 0.278 28.6 C * Lpro 159 0.018 0.089 L 0.076 18.5 B * TR 732 0.083 0.222 TR 0.372 29.8 C SB Lper 231 0.000 0.278 27.9 C Lpro 159 0.010 0.089 L 0.044 18.4 B TR 782 0.052 0.222 TR 0.235 28.8 C Intersection: Delay = 22.9sec/veh Int. LOS=C Xc= 0.48 * Critical Lane Group (v/s)Crit= 0.38 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2020 Initial Operations R Marvin Peak AM Hour Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Initial Opps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 11.2 0.0 TR 5 / 7 6.8 0.0 All 7.2 0.0 WB L 3 / 6 13.9 0.0 TR 3 / 5 11.1 0.0 All 12.4 0.0 NB L 1 / 2 10.3 0.0 TR 2 / 4 13.7 0.0 All 13.5 0.0 SB L 0 / 2 4.7 0.0 TR 2 / 3 10.1 0.0 All 9.6 0.0 Intersect. 10.8 SIG/Cinema v3.08 Marvin & Associates Page 2 30 205 110 180 155 10 30 125 200 15 150 20 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCM Analysis Summary Year 2020 Initial Operations R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Initial Opps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 35 0.90 1 205 0.90 1 95 0.90 1 195 0.90 1 290 0.90 1 30 0.90 1 70 0.90 1 115 0.90 1 180 0.90 1 20 0.90 1 100 0.90 1 25 0.90 1 25 5 0 0 --- --- 15 5 0 0 --- --- 80 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 260 0.000 0.400 22.1 C Lpro 238 0.022 0.133 L 0.078 11.1 B TR 622 0.169 0.344 TR 0.492 23.5 C WB Lper 287 0.000 0.400 19.5 B * Lpro 238 0.121 0.133 L 0.413 12.4 B * TR 643 0.182 0.344 TR 0.527 24.0 C NB Lper 308 0.000 0.278 26.9 C * Lpro 159 0.044 0.089 L 0.167 19.0 B * TR 735 0.072 0.222 TR 0.325 29.4 C SB Lper 248 0.000 0.278 26.9 C Lpro 159 0.012 0.089 L 0.054 18.5 B TR 773 0.038 0.222 TR 0.172 28.3 C Intersection: Delay = 22.7sec/veh Int. LOS=C Xc= 0.53 * Critical Lane Group (v/s)Crit= 0.42 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2020 Initial Operations R Marvin Peak PM Hour Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Initial Opps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 14.8 0.0 TR 5 / 7 6.6 0.0 All 7.2 0.0 WB L 2 / 3 16.3 0.0 TR 7 / 9 9.4 0.0 All 10.7 0.0 NB L 2 / 3 7.4 0.0 TR 2 / 6 13.0 0.0 All 12.0 0.0 SB L 1 / 2 6.4 0.0 TR 1 / 2 11.4 0.0 All 10.9 0.0 Intersect. 10.4 SIG/Cinema v3.08 Marvin & Associates Page 2 35 205 95 195 290 30 70 115 180 20 100 25 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/19/17 East/West Street Baxter Lane Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)165 80 55 120 30 60 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)61 100 Capacity, c (veh/h)1297 684 v/c Ratio 0.05 0.15 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)7.9 11.2 Level of Service, LOS A B Approach Delay (s/veh)2.8 11.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:29:12 PMBaxter & Flanders Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/19/17 East/West Street Baxter Lane Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0 Configuration TR LT LR Volume, V (veh/h)185 45 65 185 85 65 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)72 167 Capacity, c (veh/h)1314 559 v/c Ratio 0.05 0.30 95% Queue Length, Q₉₅ (veh)0.2 1.2 Control Delay (s/veh)7.9 14.2 Level of Service, LOS A B Approach Delay (s/veh)2.4 14.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/19/2017 5:30:20 PMBaxter & Flanders Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Oak Street Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)10 145 10 85 75 10 10 70 35 15 120 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 94 128 161 Capacity, c (veh/h)1492 1385 566 501 v/c Ratio 0.01 0.07 0.23 0.32 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.9 1.4 Control Delay (s/veh)7.4 7.8 13.2 15.5 Level of Service, LOS A A B C Approach Delay (s/veh)0.5 3.9 13.2 15.5 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:34:09 PMFlanders & Oak Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Oak Street Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)10 105 15 60 150 10 10 130 55 10 95 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 67 217 128 Capacity, c (veh/h)1390 1431 581 514 v/c Ratio 0.01 0.05 0.37 0.25 95% Queue Length, Q₉₅ (veh)0.0 0.1 1.7 1.0 Control Delay (s/veh)7.6 7.6 14.8 14.3 Level of Service, LOS A A B B Approach Delay (s/veh)0.6 2.2 14.8 14.3 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:35:54 PMFlanders & Oak Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)15 5 15 100 115 100 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 17 Capacity, c (veh/h)672 1292 v/c Ratio 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.1 0.0 Control Delay (s/veh)10.5 7.8 Level of Service, LOS B A Approach Delay (s/veh)10.5 1.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:53:57 PMFlanders Mill North Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)20 10 5 175 120 45 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 6 Capacity, c (veh/h)673 1355 v/c Ratio 0.05 0.00 95% Queue Length, Q₉₅ (veh)0.2 0.0 Control Delay (s/veh)10.6 7.7 Level of Service, LOS B A Approach Delay (s/veh)10.6 0.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:45:55 PMFlanders Mill North Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Acess (Annie St) Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)30 5 25 30 5 15 30 70 10 5 100 15 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)67 56 33 6 Capacity, c (veh/h)696 684 1419 1506 v/c Ratio 0.10 0.08 0.02 0.00 95% Queue Length, Q₉₅ (veh)0.3 0.3 0.1 0.0 Control Delay (s/veh)10.7 10.7 7.6 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)10.7 10.7 2.2 0.3 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 1:00:10 PMFlanders Mill South Access Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Access (Annie St) Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM Initial Opps Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)50 10 30 10 10 5 15 130 10 20 100 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)100 28 17 22 Capacity, c (veh/h)630 583 1426 1424 v/c Ratio 0.16 0.05 0.01 0.02 95% Queue Length, Q₉₅ (veh)0.6 0.1 0.0 0.0 Control Delay (s/veh)11.8 11.5 7.6 7.6 Level of Service, LOS B B A A Approach Delay (s/veh)11.8 11.5 0.8 1.3 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 12:58:32 PMFlanders Mill South Access Initial Opps PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/20/17 East/West Street Durston Road Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak AM Initial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)35 410 340 85 60 135 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39 217 Capacity, c (veh/h)1064 547 v/c Ratio 0.04 0.40 95% Queue Length, Q₉₅ (veh)0.1 1.9 Control Delay (s/veh)8.5 15.8 Level of Service, LOS A C Approach Delay (s/veh)0.7 15.8 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 1:02:20 PMDurston & Flanders Initial Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/20/17 East/West Street Durston Road Analysis Year 2020 North/South Street Flanders Mill Road Time Analyzed Peak PM nitial Opps Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)110 320 375 65 60 95 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.300 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)122 172 Capacity, c (veh/h)1043 491 v/c Ratio 0.12 0.35 95% Queue Length, Q₉₅ (veh)0.4 1.6 Control Delay (s/veh)8.9 16.2 Level of Service, LOS A C Approach Delay (s/veh)2.3 16.2 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 1:03:52 PMDurston & Flanders Initial Opps PM.xtw HCM Analysis Summary Initial Operations Years 2020 R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Initial Apps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 15 0.90 1 160 0.90 1 20 0.90 1 220 0.90 1 130 0.90 1 20 0.90 1 25 0.90 1 65 0.90 1 175 0.90 1 20 0.90 1 60 0.90 1 20 0.90 1 0 5 0 0 --- --- 0 5 0 0 --- --- 75 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 28.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1499 0.066 0.457 LTR 0.145 11.2 B 11.2 B WB * L 528 0.211 0.457 L 0.462 16.0 B 14.3 B TR 842 0.090 0.457 TR 0.197 11.9 B NB L 524 0.021 0.400 L 0.053 12.9 B 14.0 B * TR 682 0.107 0.400 TR 0.268 14.2 B SB L 482 0.018 0.400 L 0.046 12.8 B 13.2 B TR 724 0.049 0.400 TR 0.123 13.3 B Intersection: Delay = 13.4sec/veh Int. LOS=B Xc= 0.37 * Critical Lane Group (v/s)Crit= 0.32 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Initial Operations Years 2020 R Marvin Peak AM Hour Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Initial Apps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 2 14.5 0.0 All 14.5 0.0 WB L 4 / 5 12.4 0.0 TR 2 / 3 14.4 0.0 All 12.8 0.0 NB L 0 / 1 13.3 0.0 TR 2 / 4 19.5 0.0 All 18.6 0.0 SB L 0 / 1 13.8 0.0 TR 1 / 2 15.9 0.0 All 15.4 0.0 Intersect. 14.7 SIG/Cinema v3.08 Marvin & Associates Page 2 15 160 20 220 130 20 25 65 175 20 60 20 1 31 24 1 31 24 2 27 24 2 27 24 HCM Analysis Summary Initial Operations Years 2020 R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Initial Apps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 20 0.90 1 130 0.90 1 30 0.90 1 240 0.90 1 175 0.90 1 20 0.90 1 25 0.90 1 70 0.90 1 260 0.90 1 20 0.90 1 80 0.90 1 15 0.90 1 5 5 0 0 --- --- 5 5 0 0 --- --- 100 5 0 0 --- --- 0 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 28.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1462 0.061 0.457 LTR 0.133 11.2 B 11.2 B WB * L 539 0.226 0.457 L 0.495 16.6 B 14.7 B TR 849 0.114 0.457 TR 0.249 12.3 B NB L 516 0.022 0.400 L 0.054 12.9 B 14.8 B * TR 672 0.152 0.400 TR 0.381 15.0 B SB L 419 0.021 0.400 L 0.053 12.9 B 13.3 B TR 734 0.058 0.400 TR 0.144 13.4 B Intersection: Delay = 13.9sec/veh Int. LOS=B Xc= 0.44 * Critical Lane Group (v/s)Crit= 0.38 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Initial Operations Years 2020 R Marvin Peak PM Hour Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Initial Apps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 1 / 3 16.1 0.0 All 16.1 0.0 WB L 4 / 5 13.8 0.0 TR 2 / 4 13.6 0.0 All 13.8 0.0 NB L 0 / 2 13.4 0.0 TR 2 / 5 20.5 0.0 All 19.6 0.0 SB L 0 / 2 11.4 0.0 TR 1 / 2 17.2 0.0 All 15.6 0.0 Intersect. 15.9 SIG/Cinema v3.08 Marvin & Associates Page 2 20 130 30 240 175 20 25 70 260 20 80 15 1 31 24 1 31 24 2 27 24 2 27 24 HCM Analysis Summary Inital Operations 2020 R Marvin Peak AM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/20/17 Case: Durston n& Ferguson Initial Opps AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 110 0.90 1 205 0.90 1 150 0.90 1 85 0.90 1 230 0.90 1 25 0.90 1 60 0.90 1 140 0.90 1 60 0.90 1 25 0.90 1 190 0.90 1 115 0.90 1 50 5 0 0 --- --- 5 5 0 0 --- --- 20 5 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 33.0 3.5 1.5 27.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 493 0.117 0.471 L 0.247 11.2 B 11.9 B * TR 842 0.190 0.471 TR 0.403 12.2 B WB L 439 0.101 0.471 L 0.214 11.0 B 11.4 B TR 876 0.150 0.471 TR 0.317 11.6 B NB LTR 604 0.171 0.386 LTR 0.442 16.1 B 16.1 B SB * LTR 667 0.196 0.386 LTR 0.508 16.7 B 16.7 B Intersection: Delay = 13.7sec/veh Int. LOS=B Xc= 0.45 * Critical Lane Group (v/s)Crit= 0.39 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Inital Operations 2020 R Marvin Peak AM Durston Road/Ferguson Avenue 12/20/17 Case: Durston n& Ferguson Initial Opps AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 4 10.6 0.0 TR 4 / 6 15.7 0.0 All 14.0 0.0 WB L 1 / 2 14.6 0.0 TR 3 / 6 15.0 0.0 All 14.9 0.0 NB LTR 3 / 4 13.4 0.0 All 13.4 0.0 SB LTR 4 / 5 13.3 0.0 All 13.3 0.0 Intersect. 13.9 SIG/Cinema v3.08 Marvin & Associates Page 2 110 205 150 85 230 25 60 140 60 25 190 115 1 32 24 1 32 24 2 26 24 2 26 24 HCM Analysis Summary Inital Operations 2020 R Marvin Peak PM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/20/17 Case: Durston n& Ferguson Initial Opps PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 1 1 1 1 L 12.0 L 12.0 LTR 12.0 LTR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 LTR 3 LTR 3 145 0.90 1 150 0.90 1 95 0.90 1 90 0.90 1 220 0.90 1 30 0.90 1 95 0.90 1 190 0.90 1 80 0.90 1 25 0.90 1 250 0.90 1 130 0.90 1 25 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 35 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 30.0 3.5 1.5 Actuated 72.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 460 0.155 0.444 L 0.350 13.3 B 13.1 B TR 795 0.137 0.444 TR 0.308 13.0 B WB L 485 0.092 0.444 L 0.206 12.3 B 12.9 B TR 823 0.147 0.444 TR 0.330 13.1 B NB * LTR 580 0.268 0.417 LTR 0.643 18.6 B 18.6 B SB LTR 725 0.237 0.417 LTR 0.568 16.7 B 16.7 B Intersection: Delay = 15.3sec/veh Int. LOS=B Xc= 0.49 * Critical Lane Group (v/s)Crit= 0.42 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Inital Operations 2020 R Marvin Peak PM Durston Road/Ferguson Avenue 12/20/17 Case: Durston n& Ferguson Initial Opps PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 13.2 0.0 TR 3 / 5 15.5 0.0 All 14.4 0.0 WB L 1 / 2 15.9 0.0 TR 4 / 4 14.4 0.0 All 14.7 0.0 NB LTR 7 / 11 8.1 0.0 All 8.1 0.0 SB LTR 6 / 10 11.9 0.0 All 11.9 0.0 Intersect. 11.6 SIG/Cinema v3.08 Marvin & Associates Page 2 145 150 95 90 220 30 95 190 80 25 250 130 1 31 24 1 31 24 2 29 24 2 29 24 APPENDIX B-3 UPDATE Year 2035 Capacity With Cottonwood North Extension HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Future AM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)20 145 65 25 100 30 40 260 20 45 285 30 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 228 27 141 43 49 Capacity, c (veh/h)278 355 187 332 1210 1250 v/c Ratio 0.08 0.64 0.15 0.43 0.04 0.04 95% Queue Length, Q₉₅ (veh)0.3 4.3 0.5 2.0 0.1 0.1 Control Delay (s/veh)19.0 31.7 27.5 23.7 8.1 8.0 Level of Service, LOS C D D C A A Approach Delay (s/veh)30.6 24.3 1.0 1.0 Approach LOS D C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:32:36 PMCottonwood & Baxter Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Cottonwood Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Future PM Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 2 0 0 1 2 0 Configuration L TR L TR L T TR L T TR Volume, V (veh/h)20 180 55 100 140 35 80 205 15 30 165 25 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.52 6.52 6.92 7.52 6.52 6.92 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.51 4.01 3.31 3.51 4.01 3.31 2.21 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 255 109 190 87 33 Capacity, c (veh/h)245 396 175 382 1357 1320 v/c Ratio 0.09 0.65 0.62 0.50 0.06 0.02 95% Queue Length, Q₉₅ (veh)0.3 4.4 3.5 2.7 0.2 0.1 Control Delay (s/veh)21.1 29.2 54.6 23.4 7.8 7.8 Level of Service, LOS C D F C A A Approach Delay (s/veh)28.6 34.7 2.1 1.1 Approach LOS D D Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:34:34 PMCottonwood & Baxter Future PM.xtw LANE SUMMARY Site: 101 [Oak & Cottonwood 2037 Peak AM] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1 207 3.0 937 0.221 100 6.0 LOS A 0.9 22.4 Full 1600 0.0 0.0 Lane 2d 223 3.0 1008 0.221 100 5.7 LOS A 0.9 22.0 Full 1600 0.0 0.0 Approach 429 3.0 0.221 5.9 LOS A 0.9 22.4 East: Oak Street Lane 1 97 3.0 943 0.103 100 4.8 LOS A 0.4 9.8 Full 1600 0.0 0.0 Lane 2d 104 3.0 1017 0.103 100 4.5 LOS A 0.4 9.6 Full 1600 0.0 0.0 Approach 201 3.0 0.103 4.6 LOS A 0.4 9.8 North: Cottonwood Road Lane 1 197 3.0 1066 0.185 100 5.1 LOS A 0.7 19.2 Full 1600 0.0 0.0 Lane 2d 210 3.0 1137 0.185 100 4.8 LOS A 0.7 18.7 Full 1600 0.0 0.0 Approach 408 3.0 0.185 4.9 LOS A 0.7 19.2 West: Oak Street Lane 1 128 3.0 866 0.148 100 5.6 LOS A 0.6 14.2 Full 1600 0.0 0.0 Lane 2d 139 3.0 939 0.148 100 5.2 LOS A 0.5 14.0 Full 1600 0.0 0.0 Approach 266 3.0 0.148 5.4 LOS A 0.6 14.2 Intersection 1304 3.0 0.221 5.3 LOS A 0.9 22.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Wednesday, December 20, 2017 3:38:16 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\TIS REVISIONS 121217\Capacity\Year 2035 With Cottonwood N\Cottonwood & Oak Street AM Year 2037.sip7 LANE SUMMARY Site: 101 [Oak & Cottonwood 2037 Peak PM] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1 271 3.0 1018 0.266 100 6.1 LOS A 1.1 28.7 Full 1600 0.0 0.0 Lane 2d 289 3.0 1088 0.266 100 5.8 LOS A 1.1 28.1 Full 1600 0.0 0.0 Approach 560 3.0 0.266 6.0 LOS A 1.1 28.7 East: Oak Street Lane 1 169 3.0 805 0.210 100 6.7 LOS A 0.8 20.8 Full 1600 0.0 0.0 Lane 2d 184 3.0 879 0.210 100 6.2 LOS A 0.8 20.5 Full 1600 0.0 0.0 Approach 353 3.0 0.210 6.5 LOS A 0.8 20.8 North: Cottonwood Road Lane 1 167 3.0 899 0.186 100 5.8 LOS A 0.7 18.5 Full 1600 0.0 0.0 Lane 2d 181 3.0 972 0.186 100 5.5 LOS A 0.7 18.1 Full 1600 0.0 0.0 Approach 348 3.0 0.186 5.7 LOS A 0.7 18.5 West: Oak Street Lane 1 76 3.0 897 0.084 100 4.8 LOS A 0.3 7.8 Full 1600 0.0 0.0 Lane 2d 82 3.0 971 0.084 100 4.5 LOS A 0.3 7.7 Full 1600 0.0 0.0 Approach 158 3.0 0.084 4.6 LOS A 0.3 7.8 Intersection 1418 3.0 0.266 5.9 LOS A 1.1 28.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Wednesday, December 20, 2017 3:42:09 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\TIS REVISIONS 121217\Capacity\Year 2035 With Cottonwood N\Cottonwood & Oak Street PM Year 2037.sip7 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)20 55 340 45 330 20 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 61 Capacity, c (veh/h)811 769 v/c Ratio 0.03 0.08 95% Queue Length, Q₉₅ (veh)0.1 0.3 Control Delay (s/veh)9.6 10.1 Level of Service, LOS A B Approach Delay (s/veh)9.6 10.1 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:47:44 PMCottonwood North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)5 90 430 20 335 10 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 100 Capacity, c (veh/h)814 729 v/c Ratio 0.01 0.14 95% Queue Length, Q₉₅ (veh)0.0 0.5 Control Delay (s/veh)9.5 10.7 Level of Service, LOS A B Approach Delay (s/veh)9.5 10.7 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:51:03 PMCottonwood North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 15 30 90 10 50 15 315 210 60 280 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.600 0.600 0.200 0.600 0.600 0.200 0.300 0.200 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)72 167 17 67 Capacity, c (veh/h)529 535 1140 1280 v/c Ratio 0.14 0.31 0.01 0.05 95% Queue Length, Q₉₅ (veh)0.5 1.3 0.0 0.2 Control Delay (s/veh)12.9 14.7 8.2 8.0 Level of Service, LOS B B A A Approach Delay (s/veh)12.9 14.7 0.2 1.4 Approach LOS B B Copyright © 2018 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 1/12/2018 4:53:04 PMCottonwood South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 10 25 135 15 65 40 375 105 55 270 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.700 0.700 0.300 0.700 0.700 0.300 0.300 0.300 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)49 234 43 60 Capacity, c (veh/h)446 446 1140 1124 v/c Ratio 0.11 0.52 0.04 0.05 95% Queue Length, Q₉₅ (veh)0.4 3.0 0.1 0.2 Control Delay (s/veh)14.1 21.6 8.3 8.4 Level of Service, LOS B C A A Approach Delay (s/veh)14.1 21.6 0.6 1.4 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 1/12/2018 4:49:52 PMCottonwood South Access Future PM.xtw HCM Analysis Summary Year 2035 Future Operations R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Future AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 90 0.92 1 290 0.92 1 165 0.92 1 275 0.92 1 230 0.92 1 50 0.92 1 45 0.92 1 400 0.92 1 280 0.92 1 30 0.92 1 350 0.92 1 30 0.92 1 50 5 0 0 --- --- 25 5 0 0 --- --- 150 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 22.0 1.5 3.5 Actuated 92.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 300 0.000 0.391 27.2 C Lpro 233 0.055 0.130 L 0.184 11.9 B * TR 606 0.245 0.337 TR 0.726 30.6 C WB Lper 169 0.153 0.391 23.1 C * Lpro 233 0.130 0.130 L 0.744 22.2 C TR 624 0.149 0.337 TR 0.444 24.0 C NB Lper 184 0.000 0.293 33.1 C * Lpro 155 0.027 0.087 L 0.145 18.7 B * TR 821 0.168 0.239 TR 0.702 34.3 C SB Lper 114 0.000 0.293 29.4 C Lpro 155 0.018 0.087 L 0.123 19.2 B TR 846 0.115 0.239 TR 0.481 30.3 C Intersection: Delay = 28.2sec/veh Int. LOS=C Xc= 0.72 * Critical Lane Group (v/s)Crit= 0.57 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future Operations R Marvin Peak AM Hour Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Future AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 4 11.1 0.0 TR 9 / 11 5.1 0.0 All 5.7 0.0 WB L 5 / 6 13.1 0.0 TR 6 / 10 9.6 0.0 All 10.9 0.0 NB L 1 / 3 9.5 0.0 TR 7 / 11 9.2 0.0 All 9.2 0.0 SB L 1 / 2 6.5 0.0 TR 4 / 6 9.7 0.0 All 9.5 0.0 Intersect. 8.9 SIG/Cinema v3.08 Marvin & Associates Page 2 90 290 165 275 230 50 45 400 280 30 350 30 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 21 42 4 21 42 HCM Analysis Summary Year 2035 Future Operations R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 40 0.92 1 290 0.92 1 125 0.92 1 200 0.92 1 400 0.92 1 30 0.92 1 105 0.92 1 450 0.92 1 230 0.92 1 45 0.92 1 310 0.92 1 75 0.92 1 50 5 0 0 --- --- 20 5 0 0 --- --- 100 5 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 10.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 22.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 175 0.000 0.400 25.1 C Lpro 199 0.024 0.111 L 0.115 13.3 B TR 627 0.218 0.344 TR 0.633 26.3 C WB Lper 213 0.034 0.400 23.7 C * Lpro 199 0.111 0.111 L 0.527 14.9 B * TR 645 0.238 0.344 TR 0.691 28.0 C NB Lper 198 0.000 0.300 32.3 C * Lpro 159 0.064 0.089 L 0.319 18.6 B * TR 842 0.183 0.244 TR 0.748 34.8 C SB Lper 101 0.000 0.300 27.9 C Lpro 159 0.027 0.089 L 0.188 18.8 B TR 854 0.112 0.244 TR 0.458 29.1 C Intersection: Delay = 27.6sec/veh Int. LOS=C Xc= 0.76 * Critical Lane Group (v/s)Crit= 0.60 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future Operations R Marvin Peak PM Hour Durston Road/Cottonwood Road 12/20/17 Case: Cottonwood Durston Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 3 11.2 0.0 TR 7 / 9 6.0 0.0 All 6.3 0.0 WB L 3 / 4 14.0 0.0 TR 9 / 11 9.2 0.0 All 10.1 0.0 NB L 2 / 4 9.8 0.0 TR 6 / 7 11.0 0.0 All 10.9 0.0 SB L 1 / 3 8.8 0.0 TR 4 / 5 10.2 0.0 All 10.1 0.0 Intersect. 9.7 SIG/Cinema v3.08 Marvin & Associates Page 2 40 290 125 200 400 30 105 450 230 45 310 75 1 10 13 1 10 13 2 30 24 2 30 24 3 7 24 3 7 24 4 21 42 4 21 42 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future AM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)205 65 45 160 40 45 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 94 Capacity, c (veh/h)1266 662 v/c Ratio 0.04 0.14 95% Queue Length, Q₉₅ (veh)0.1 0.5 Control Delay (s/veh)8.0 11.3 Level of Service, LOS A B Approach Delay (s/veh)1.7 11.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:25:12 PMBaxter & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future PM Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)180 55 45 240 55 35 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 100 Capacity, c (veh/h)1309 618 v/c Ratio 0.04 0.16 95% Queue Length, Q₉₅ (veh)0.1 0.6 Control Delay (s/veh)7.9 11.9 Level of Service, LOS A B Approach Delay (s/veh)1.2 11.9 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 3:28:08 PMBaxter & Flanders Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)20 270 80 175 160 10 15 55 90 10 110 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked 0.300 0.300 0.500 0.500 0.300 0.500 0.500 0.300 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 190 174 141 Capacity, c (veh/h)1129 1119 528 369 v/c Ratio 0.02 0.17 0.33 0.38 95% Queue Length, Q₉₅ (veh)0.1 0.6 1.4 1.8 Control Delay (s/veh)8.3 8.9 15.1 20.7 Level of Service, LOS A A C C Approach Delay (s/veh)0.5 4.6 15.1 20.7 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 1/12/2018 5:03:05 PMFlanders & Oak Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)15 200 35 120 295 15 20 70 125 15 80 15 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)16 130 234 120 Capacity, c (veh/h)1204 1268 492 334 v/c Ratio 0.01 0.10 0.47 0.36 95% Queue Length, Q₉₅ (veh)0.0 0.3 2.5 1.6 Control Delay (s/veh)8.0 8.2 18.7 21.7 Level of Service, LOS A A C C Approach Delay (s/veh)0.5 2.5 18.7 21.7 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:03:14 PMFlanders & Oak Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)25 15 30 130 130 230 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)43 33 Capacity, c (veh/h)581 1137 v/c Ratio 0.07 0.03 95% Queue Length, Q₉₅ (veh)0.2 0.1 Control Delay (s/veh)11.7 8.3 Level of Service, LOS B A Approach Delay (s/veh)11.7 1.8 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:08:09 PMFlanders Mill North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)35 20 10 180 140 95 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 11 Capacity, c (veh/h)631 1275 v/c Ratio 0.09 0.01 95% Queue Length, Q₉₅ (veh)0.3 0.0 Control Delay (s/veh)11.3 7.8 Level of Service, LOS B A Approach Delay (s/veh)11.3 0.5 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:10:35 PMFlanders Mill North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Acess (Annie St) Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)65 15 55 30 10 20 65 75 10 10 110 25 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)147 65 71 11 Capacity, c (veh/h)600 568 1396 1502 v/c Ratio 0.24 0.11 0.05 0.01 95% Queue Length, Q₉₅ (veh)1.0 0.4 0.2 0.0 Control Delay (s/veh)12.9 12.2 7.7 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)12.9 12.2 3.6 0.6 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:12:41 PMFlanders Mill South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/20/17 East/West Street South Acess (Annie St) Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)95 10 65 10 15 10 35 85 10 20 115 25 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)185 38 38 22 Capacity, c (veh/h)618 579 1390 1488 v/c Ratio 0.30 0.07 0.03 0.01 95% Queue Length, Q₉₅ (veh)1.3 0.2 0.1 0.0 Control Delay (s/veh)13.3 11.7 7.7 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)13.3 11.7 2.2 1.0 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:14:41 PMFlanders Mill South Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/20/17 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)60 565 420 115 55 115 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)65 185 Capacity, c (veh/h)933 429 v/c Ratio 0.07 0.43 95% Queue Length, Q₉₅ (veh)0.2 2.1 Control Delay (s/veh)9.1 19.6 Level of Service, LOS A C Approach Delay (s/veh)0.9 19.6 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:16:29 PMDurston & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/20/17 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)125 475 525 75 65 135 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)133 213 Capacity, c (veh/h)872 372 v/c Ratio 0.15 0.57 95% Queue Length, Q₉₅ (veh)0.5 3.4 Control Delay (s/veh)9.9 26.9 Level of Service, LOS A D Approach Delay (s/veh)2.1 26.9 Approach LOS D Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:18:34 PMDurston & Flanders Future PM.xtw HCM Analysis Summary Future Year 2035 R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Future AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 25 0.90 1 300 0.90 1 45 0.90 1 250 0.90 1 250 0.90 1 20 0.90 1 30 0.90 1 110 0.90 1 250 0.90 1 40 0.90 1 150 0.90 1 65 0.90 1 15 5 0 0 --- --- 5 5 0 0 --- --- 110 5 0 0 --- --- 30 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 35.0 3.5 1.5 25.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1624 0.121 0.500 LTR 0.243 10.3 B 10.3 B WB * L 487 0.285 0.500 L 0.571 17.0 B 14.1 B TR 932 0.158 0.500 TR 0.317 11.3 B NB L 408 0.029 0.357 L 0.081 14.9 B 17.2 B * TR 614 0.162 0.357 TR 0.453 17.4 B SB L 344 0.046 0.357 L 0.128 15.2 B 16.2 B TR 652 0.113 0.357 TR 0.316 16.4 B Intersection: Delay = 14.1sec/veh Int. LOS=B Xc= 0.52 * Critical Lane Group (v/s)Crit= 0.45 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 R Marvin Peak AM Hour Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Future AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 4 17.2 0.0 All 17.2 0.0 WB L 5 / 7 11.1 0.0 TR 3 / 3 13.0 0.0 All 11.6 0.0 NB L 1 / 1 12.2 0.0 TR 3 / 6 16.5 0.0 All 16.0 0.0 SB L 1 / 2 15.4 0.0 TR 2 / 4 14.6 0.0 All 14.8 0.0 Intersect. 14.2 SIG/Cinema v3.08 Marvin & Associates Page 2 25 300 45 250 250 20 30 110 250 40 150 65 1 34 24 1 34 24 2 24 24 2 24 24 HCM Analysis Summary Future Year 2035 R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Future PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 45 0.92 1 275 0.92 1 20 0.92 1 300 0.92 1 330 0.92 1 45 0.92 1 50 0.92 1 130 0.92 1 240 0.92 1 40 0.92 1 120 0.92 1 55 0.92 1 5 5 0 0 --- --- 25 5 0 0 --- --- 100 5 0 0 --- --- 20 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 37.0 3.5 1.5 23.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1627 0.118 0.529 LTR 0.224 9.1 A 9.1 A WB * L 530 0.325 0.529 L 0.615 16.8 B 13.6 B TR 985 0.204 0.529 TR 0.387 10.9 B NB L 401 0.044 0.329 L 0.135 16.6 B 18.9 B * TR 569 0.169 0.329 TR 0.515 19.4 B SB L 293 0.048 0.329 L 0.147 16.7 B 17.3 B TR 596 0.093 0.329 TR 0.282 17.5 B Intersection: Delay = 14.2sec/veh Int. LOS=B Xc= 0.58 * Critical Lane Group (v/s)Crit= 0.49 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 R Marvin Peak PM Hour Oak Street/Ferguson Avenue 12/20/17 Case: Oak & Ferguson Future PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 3 18.1 0.0 All 18.1 0.0 WB L 5 / 8 11.7 0.0 TR 4 / 6 13.0 0.0 All 12.1 0.0 NB L 1 / 2 11.2 0.0 TR 4 / 6 15.1 0.0 All 14.5 0.0 SB L 1 / 2 14.2 0.0 TR 2 / 3 14.8 0.0 All 14.7 0.0 Intersect. 14.0 SIG/Cinema v3.08 Marvin & Associates Page 2 45 275 20 300 330 45 50 130 240 40 120 55 1 36 24 1 36 24 2 22 24 2 22 24 HCM Analysis Summary Future Operations 2035 R Marvin Peak AM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 105 0.92 1 320 0.92 1 215 0.92 1 130 0.92 1 350 0.92 1 35 0.92 1 95 0.92 1 200 0.92 1 90 0.92 1 25 0.92 1 280 0.92 1 90 0.92 1 60 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 30 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 33.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 315 0.154 0.427 L 0.362 14.8 B 18.5 B * TR 762 0.289 0.427 TR 0.677 19.3 B WB L 233 0.258 0.427 L 0.605 19.8 B 17.1 B TR 793 0.222 0.427 TR 0.521 16.1 B NB L 381 0.119 0.440 L 0.270 13.5 B 13.9 B TR 798 0.155 0.440 TR 0.353 14.0 B SB * LTR 782 0.223 0.440 LTR 0.506 15.3 B 15.3 B Intersection: Delay = 16.6sec/veh Int. LOS=B Xc= 0.59 * Critical Lane Group (v/s)Crit= 0.51 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Operations 2035 R Marvin Peak AM Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 7 7.2 0.0 TR 7 / 9 12.7 0.0 All 10.9 0.0 WB L 2 / 4 9.9 0.0 TR 6 / 7 13.6 0.0 All 12.8 0.0 NB L 2 / 4 9.0 0.0 TR 3 / 5 16.5 0.0 All 13.7 0.0 SB LTR 5 / 6 13.4 0.0 All 13.4 0.0 Intersect. 12.4 SIG/Cinema v3.08 Marvin & Associates Page 2 105 320 215 130 350 35 95 200 90 25 280 90 1 31 24 1 31 24 2 32 24 2 32 24 HCM Analysis Summary Future Operations 2035 R Marvin Peak PM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 165 0.92 1 325 0.92 1 155 0.92 1 120 0.92 1 330 0.92 1 20 0.92 1 110 0.92 1 260 0.92 1 105 0.92 1 10 0.92 1 380 0.92 1 115 0.92 1 45 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 45 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 30.0 3.5 1.5 35.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 312 0.229 0.400 L 0.574 19.2 B 19.8 B * TR 723 0.262 0.400 TR 0.654 20.0 B WB L 234 0.223 0.400 L 0.556 19.1 B 17.6 B TR 748 0.201 0.400 TR 0.501 17.1 B NB L 351 0.159 0.467 L 0.342 12.9 B 13.3 B TR 847 0.201 0.467 TR 0.431 13.5 B SB * LTR 851 0.274 0.467 LTR 0.588 15.4 B 15.4 B Intersection: Delay = 16.8sec/veh Int. LOS=B Xc= 0.62 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Operations 2035 R Marvin Peak PM Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 9 / 14 3.3 0.0 TR 7 / 11 11.0 0.0 All 6.1 0.0 WB L 2 / 4 11.6 0.0 TR 5 / 7 13.3 0.0 All 13.0 0.0 NB L 3 / 8 6.0 0.0 TR 4 / 7 14.3 0.0 All 10.7 0.0 SB LTR 7 / 9 11.9 0.0 All 11.9 0.0 Intersect. 9.2 SIG/Cinema v3.08 Marvin & Associates Page 2 165 325 155 120 330 20 110 260 105 10 380 115 1 29 24 1 29 24 2 34 24 2 34 24 APPENDIX B-4 Year 2035 Capacity Without Cottonwood North Extension HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 12/21/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Harper Puckett Road Time Analyzed Peak AM without Cotton Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)20 205 105 55 145 30 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 194 Capacity, c (veh/h)1404 669 v/c Ratio 0.02 0.29 95% Queue Length, Q₉₅ (veh)0.0 1.2 Control Delay (s/veh)7.6 12.6 Level of Service, LOS A B Approach Delay (s/veh)0.7 12.6 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/22/2017 2:54:38 PMBaxter & Harper Future Without Opps AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Harper Puckett Agency/Co.Marvin & Associates Jurisdiction City of Boxeman Date Performed 12/21/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Harper Puckett Road Time Analyzed Peak PM without Cotton Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)20 235 220 75 70 25 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)21 101 Capacity, c (veh/h)1252 607 v/c Ratio 0.02 0.17 95% Queue Length, Q₉₅ (veh)0.1 0.6 Control Delay (s/veh)7.9 12.1 Level of Service, LOS A B Approach Delay (s/veh)0.6 12.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/22/2017 2:57:11 PMBaxter & Harper Future Without Opps PM.xtw LANE SUMMARY Site: 101 [Oak & Cottonwood 2035 Peak AM without Ext] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1 82 3.0 1090 0.075 100 3.9 LOS A 0.3 6.9 Full 1600 0.0 0.0 Lane 2d 120 3.0 1159 0.103 100 4.0 LOS A 0.4 9.5 Full 1600 0.0 0.0 Approach 201 3.0 0.103 4.0 LOS A 0.4 9.5 East: Oak Street Lane 1 38 3.0 1185 0.032 100 3.3 LOS A 0.1 2.9 Full 1600 0.0 0.0 Lane 2d 76 3.0 1254 0.061 100 3.4 LOS A 0.2 5.6 Full 1600 0.0 0.0 Approach 114 3.0 0.061 3.3 LOS A 0.2 5.6 West: Oak Street Lane 1 119 3.0 1249 0.095 100 3.7 LOS A 0.4 9.5 Full 800 0.0 0.0 Lane 2d 126 3.0 1317 0.095 100 3.5 LOS A 0.4 9.2 Full 1600 0.0 0.0 Approach 245 3.0 0.095 3.6 LOS A 0.4 9.5 Intersection 560 3.0 0.103 3.7 LOS A 0.4 9.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Friday, December 22, 2017 3:00:35 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\TIS REVISIONS 121217\Capacity\Year 2035 Without Cottonwood N\Cottonwood & Oak Street PM Year 2037.sip7 LANE SUMMARY Site: 101 [Oak & Cottonwood 2035 Peak PM without Ext] New SiteRoundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg.Satn LaneUtil.AverageDelay Level ofService Lane Config Lane Length Cap.Adj.Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % %South: Cottonwood Road Lane 1d 141 3.0 1207 0.117 100 4.0 LOS A 0.4 11.0 Full 1600 0.0 0.0 Lane 2 71 3.0 1140 0.062 100 3.7 LOS A 0.2 5.7 Full 1600 0.0 0.0 Approach 212 3.0 0.117 3.9 LOS A 0.4 11.0 East: Oak Street Lane 1 87 3.0 1121 0.078 100 3.9 LOS A 0.3 7.4 Full 1600 0.0 0.0 Lane 2d 152 3.0 1191 0.128 100 4.1 LOS A 0.5 12.4 Full 1600 0.0 0.0 Approach 239 3.0 0.128 4.0 LOS A 0.5 12.4 West: Oak Street Lane 1 66 3.0 1193 0.055 100 3.5 LOS A 0.2 5.2 Full 800 0.0 0.0 Lane 2d 70 3.0 1263 0.055 100 3.3 LOS A 0.2 5.1 Full 1600 0.0 0.0 Approach 136 3.0 0.055 3.4 LOS A 0.2 5.2 Intersection 587 3.0 0.128 3.8 LOS A 0.5 12.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 | Copyright © 2000-2017 Akcelik and Associates Pty Ltd | sidrasolutions.comOrganisation: MARVIN & ASSOCIATES | Processed: Friday, December 22, 2017 3:05:49 PMProject: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\17-862 New BHS Traffic Consult\TIS REVISIONS 121217\Capacity\Year 2035 Without Cottonwood N\Cottonwood & Oak Street PM Future Without Ext.sip7 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)20 30 175 45 140 20 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 33 Capacity, c (veh/h)946 880 v/c Ratio 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)8.9 9.3 Level of Service, LOS A A Approach Delay (s/veh)8.9 9.3 Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 3:59:58 PMCottonwood North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street North Access Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 1 0 0 1 0 0 2 0 0 0 2 0 Configuration R R T TR T TR Volume, V (veh/h)5 50 150 20 150 10 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 6.9 Critical Headway (sec)6.90 6.90 Base Follow-Up Headway (sec)3.3 3.3 Follow-Up Headway (sec)3.30 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 56 Capacity, c (veh/h)946 917 v/c Ratio 0.01 0.06 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)8.8 9.2 Level of Service, LOS A A Approach Delay (s/veh)8.8 9.2 Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:03:13 PMCottonwood North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 15 30 90 10 35 15 165 210 35 95 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)72 150 17 39 Capacity, c (veh/h)597 466 1471 1112 v/c Ratio 0.12 0.32 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.4 1.4 0.0 0.1 Control Delay (s/veh)11.9 16.3 7.5 8.4 Level of Service, LOS B C A A Approach Delay (s/veh)11.9 16.3 0.3 2.1 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:05:17 PMCottonwood South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)10 10 25 135 15 30 40 130 105 15 125 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 200 44 17 Capacity, c (veh/h)670 559 1431 1269 v/c Ratio 0.07 0.36 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.2 1.6 0.1 0.0 Control Delay (s/veh)10.8 15.0 7.6 7.9 Level of Service, LOS B B A A Approach Delay (s/veh)10.8 15.0 1.1 0.8 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:07:04 PMCottonwood South Access Future PM.xtw HCM Analysis Summary Year 2035 Future w/o Cottonwood N R Marvin Peak AM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/20/17 Case: COTTONWOOD DURSTON FUTURE AM WO COTTONWOOD Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 90 0.92 1 290 0.92 1 165 0.92 1 275 0.92 1 230 0.92 1 50 0.92 1 45 0.92 1 250 0.92 1 280 0.92 1 30 0.92 1 155 0.92 1 30 0.92 1 50 5 0 0 --- --- 25 5 0 0 --- --- 150 5 0 0 --- --- 5 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 12.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 20.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 311 0.000 0.400 25.6 C Lpro 238 0.055 0.133 L 0.179 11.1 B * TR 620 0.245 0.344 TR 0.710 28.8 C WB Lper 179 0.136 0.400 21.3 C * Lpro 238 0.133 0.133 L 0.717 19.8 B TR 638 0.149 0.344 TR 0.434 22.9 C NB Lper 272 0.000 0.278 30.2 C * Lpro 159 0.027 0.089 L 0.114 18.7 B * TR 751 0.122 0.222 TR 0.550 31.5 C SB Lper 164 0.000 0.278 27.5 C Lpro 159 0.018 0.089 L 0.102 19.0 B TR 777 0.056 0.222 TR 0.251 28.9 C Intersection: Delay = 25.6sec/veh Int. LOS=C Xc= 0.67 * Critical Lane Group (v/s)Crit= 0.53 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future w/o Cottonwood N R Marvin Peak AM Hour Durston Road/Cottonwood Road 12/20/17 Case: COTTONWOOD DURSTON FUTURE AM WO COTT App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 4 12.5 0.0 TR 9 / 11 6.0 0.0 All 6.8 0.0 WB L 5 / 6 12.8 0.0 TR 6 / 9 10.2 0.0 All 11.2 0.0 NB L 1 / 2 11.4 0.0 TR 5 / 9 10.1 0.0 All 10.2 0.0 SB L 1 / 2 6.7 0.0 TR 2 / 4 11.2 0.0 All 10.5 0.0 Intersect. 9.7 SIG/Cinema v3.08 Marvin & Associates Page 2 90 290 165 275 230 50 45 250 280 30 155 30 1 12 13 1 12 13 2 30 24 2 30 24 3 7 24 3 7 24 4 19 42 4 19 42 HCM Analysis Summary Year 2035 Future w/o Cottonwood N R Marvin Peak PM Hour Analysis Duration: 15 mins. Durston Road/Cottonwood Road 12/26/17 Case: Cottonwood Durston Future PM wo Cottonwood Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 40 0.92 1 290 0.92 1 125 0.92 1 200 0.92 1 400 0.92 1 30 0.92 1 105 0.92 1 205 0.92 1 230 0.92 1 45 0.92 1 165 0.92 1 75 0.92 1 50 5 0 0 --- --- 20 5 0 0 --- --- 100 5 0 0 --- --- 25 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y L L LTP LTP L L LTP LTP 0 10.0 3.0 1.0 31.0 3.5 1.5 8.0 3.5 1.5 22.0 1.5 3.5 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 175 0.000 0.400 25.1 C Lpro 199 0.024 0.111 L 0.115 13.3 B TR 627 0.218 0.344 TR 0.633 26.3 C WB Lper 213 0.034 0.400 23.7 C * Lpro 199 0.111 0.111 L 0.527 14.9 B * TR 645 0.238 0.344 TR 0.691 28.0 C NB Lper 278 0.000 0.300 26.4 C * Lpro 159 0.064 0.089 L 0.261 18.2 B * TR 820 0.109 0.244 TR 0.444 29.0 C SB Lper 211 0.000 0.300 25.9 C Lpro 159 0.027 0.089 L 0.132 17.7 B TR 841 0.068 0.244 TR 0.277 27.6 C Intersection: Delay = 25.1sec/veh Int. LOS=C Xc= 0.66 * Critical Lane Group (v/s)Crit= 0.52 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Year 2035 Future w/o Cottonwood N R Marvin Peak PM Hour Durston Road/Cottonwood Road 12/26/17 Case: Cottonwood Durston Future PM wo Cottonwood App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 3 11.3 0.0 TR 8 / 9 5.8 0.0 All 6.2 0.0 WB L 3 / 4 14.3 0.0 TR 9 / 11 9.3 0.0 All 10.1 0.0 NB L 2 / 4 9.7 0.0 TR 4 / 7 11.6 0.0 All 11.3 0.0 SB L 1 / 2 7.2 0.0 TR 2 / 4 12.3 0.0 All 11.4 0.0 Intersect. 9.8 SIG/Cinema v3.08 Marvin & Associates Page 2 40 290 125 200 400 30 105 205 230 45 165 75 1 10 13 1 10 13 2 30 24 2 30 24 3 7 24 3 7 24 4 21 42 4 21 42 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/22/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future AM without Cotton Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)205 130 45 160 75 45 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 133 Capacity, c (veh/h)1192 609 v/c Ratio 0.04 0.22 95% Queue Length, Q₉₅ (veh)0.1 0.8 Control Delay (s/veh)8.2 12.6 Level of Service, LOS A B Approach Delay (s/veh)1.8 12.6 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/22/2017 3:09:54 PMBaxter & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Baxter & Flanders Mill Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/22/17 East/West Street Baxter Lane Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Future PM without Cotton Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 0 1 0 0 0 0 Configuration TR L T LR Volume, V (veh/h)180 85 45 240 100 35 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)50 150 Capacity, c (veh/h)1273 580 v/c Ratio 0.04 0.26 95% Queue Length, Q₉₅ (veh)0.1 1.0 Control Delay (s/veh)7.9 13.3 Level of Service, LOS A B Approach Delay (s/veh)1.3 13.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/22/2017 3:11:30 PMBaxter & Flanders Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)30 270 25 175 160 10 15 80 90 10 175 10 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked 0.400 0.400 0.500 0.500 0.200 0.500 0.500 0.200 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 190 201 212 Capacity, c (veh/h)968 959 441 291 v/c Ratio 0.03 0.20 0.46 0.73 95% Queue Length, Q₉₅ (veh)0.1 0.7 2.3 5.2 Control Delay (s/veh)8.8 9.7 19.8 44.4 Level of Service, LOS A A C E Approach Delay (s/veh)0.9 5.1 19.8 44.4 Approach LOS C E Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 1/12/2018 5:08:54 PMFlanders & Oak Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)15 200 15 120 295 15 10 110 125 15 110 15 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)16 130 266 152 Capacity, c (veh/h)1204 1291 468 331 v/c Ratio 0.01 0.10 0.57 0.46 95% Queue Length, Q₉₅ (veh)0.0 0.3 3.5 2.3 Control Delay (s/veh)8.0 8.1 22.4 24.8 Level of Service, LOS A A C C Approach Delay (s/veh)0.6 2.5 22.4 24.8 Approach LOS C C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:12:06 PMFlanders & Oak Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)30 15 30 155 140 230 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)49 33 Capacity, c (veh/h)549 1126 v/c Ratio 0.09 0.03 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)12.2 8.3 Level of Service, LOS B A Approach Delay (s/veh)12.2 1.6 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:14:06 PMFlanders Mill North Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & North Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street North Access Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR LT TR Volume, V (veh/h)50 20 10 200 150 95 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.10 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)76 11 Capacity, c (veh/h)592 1263 v/c Ratio 0.13 0.01 95% Queue Length, Q₉₅ (veh)0.4 0.0 Control Delay (s/veh)12.0 7.9 Level of Service, LOS B A Approach Delay (s/veh)12.0 0.4 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:15:49 PMFlanders Mill North Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street South Acess (Annie St) Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)75 15 55 30 10 20 65 90 10 10 110 35 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)158 65 71 11 Capacity, c (veh/h)575 550 1383 1481 v/c Ratio 0.27 0.12 0.05 0.01 95% Queue Length, Q₉₅ (veh)1.1 0.4 0.2 0.0 Control Delay (s/veh)13.6 12.4 7.7 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)13.6 12.4 3.3 0.5 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:17:29 PMFlanders Mill South Access Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 12/26/17 East/West Street South Acess (Annie St) Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)115 10 65 10 15 10 35 85 10 20 115 30 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.10 6.50 6.20 7.10 6.50 6.20 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)207 38 38 22 Capacity, c (veh/h)604 576 1383 1488 v/c Ratio 0.34 0.07 0.03 0.01 95% Queue Length, Q₉₅ (veh)1.5 0.2 0.1 0.0 Control Delay (s/veh)14.0 11.7 7.7 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)14.0 11.7 2.2 1.0 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:20:21 PMFlanders Mill South Access Future PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/20/17 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)60 565 420 115 55 115 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)65 185 Capacity, c (veh/h)933 429 v/c Ratio 0.07 0.43 95% Queue Length, Q₉₅ (veh)0.2 2.1 Control Delay (s/veh)9.1 19.6 Level of Service, LOS A C Approach Delay (s/veh)0.9 19.6 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/20/2017 4:16:29 PMDurston & Flanders Future AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/26/17 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 0 1 0 Configuration L T TR LR Volume, V (veh/h)125 475 525 75 65 135 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)133 213 Capacity, c (veh/h)872 372 v/c Ratio 0.15 0.57 95% Queue Length, Q₉₅ (veh)0.5 3.4 Control Delay (s/veh)9.9 26.9 Level of Service, LOS A D Approach Delay (s/veh)2.1 26.9 Approach LOS D Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 12/26/2017 4:23:23 PMDurston & Flanders Future PM.xtw HCM Analysis Summary Future Year 2035 w/o Cottonwood N R Marvin Peak AM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/26/17 Case: Oak & Ferguson Future AM wo Cottonwood Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 35 0.90 1 300 0.90 1 45 0.90 1 250 0.90 1 250 0.90 1 20 0.90 1 30 0.90 1 110 0.90 1 250 0.90 1 40 0.90 1 150 0.90 1 65 0.90 1 15 5 0 0 --- --- 5 5 0 0 --- --- 110 5 0 0 --- --- 30 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 35.0 3.5 1.5 25.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1593 0.127 0.500 LTR 0.254 10.4 B 10.4 B WB * L 482 0.288 0.500 L 0.577 17.3 B 14.2 B TR 932 0.158 0.500 TR 0.317 11.3 B NB L 408 0.029 0.357 L 0.081 14.9 B 17.2 B * TR 614 0.162 0.357 TR 0.453 17.4 B SB L 344 0.046 0.357 L 0.128 15.2 B 16.2 B TR 652 0.113 0.357 TR 0.316 16.4 B Intersection: Delay = 14.1sec/veh Int. LOS=B Xc= 0.53 * Critical Lane Group (v/s)Crit= 0.45 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 w/o Cottonwood N R Marvin Peak AM Hour Oak Street/Ferguson Avenue 12/26/17 Case: Oak & Ferguson Future AM wo Cottonwood App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 4 17.2 0.0 All 17.2 0.0 WB L 4 / 6 11.2 0.0 TR 3 / 5 12.2 0.0 All 11.5 0.0 NB L 1 / 1 12.2 0.0 TR 3 / 6 16.4 0.0 All 15.9 0.0 SB L 1 / 2 15.2 0.0 TR 2 / 4 14.6 0.0 All 14.7 0.0 Intersect. 14.2 SIG/Cinema v3.08 Marvin & Associates Page 2 35 300 45 250 250 20 30 110 250 40 150 65 1 34 24 1 34 24 2 24 24 2 24 24 HCM Analysis Summary Future Year 2035 wo Cottonwood N R Marvin Peak PM Hour Analysis Duration: 15 mins. Oak Street/Ferguson Avenue 12/26/17 Case: Oak & Ferguson Future PM wo Cottonwood Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 2 2 2 2 1 2 1 LT 12.0 LT 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) LTR 3 LTR 3 L 3 TR 3 L 3 TR 3 45 0.92 1 275 0.92 1 20 0.92 1 300 0.92 1 330 0.92 1 45 0.92 1 50 0.92 1 130 0.92 1 240 0.92 1 40 0.92 1 120 0.92 1 55 0.92 1 5 5 0 0 --- --- 25 5 0 0 --- --- 100 5 0 0 --- --- 20 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 37.0 3.5 1.5 23.0 3.5 1.5 Actuated 70.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB LTR 1627 0.118 0.529 LTR 0.224 9.1 A 9.1 A WB * L 530 0.325 0.529 L 0.615 16.8 B 13.6 B TR 985 0.204 0.529 TR 0.387 10.9 B NB L 401 0.044 0.329 L 0.135 16.6 B 18.9 B * TR 569 0.169 0.329 TR 0.515 19.4 B SB L 293 0.048 0.329 L 0.147 16.7 B 17.3 B TR 596 0.093 0.329 TR 0.282 17.5 B Intersection: Delay = 14.2sec/veh Int. LOS=B Xc= 0.58 * Critical Lane Group (v/s)Crit= 0.49 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Year 2035 wo Cottonwood N R Marvin Peak PM Hour Oak Street/Ferguson Avenue 12/26/17 Case: Oak & Ferguson Future PM wo Cottonwood App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LTR 2 / 3 18.1 0.0 All 18.1 0.0 WB L 5 / 8 11.7 0.0 TR 4 / 6 13.0 0.0 All 12.1 0.0 NB L 1 / 2 11.2 0.0 TR 4 / 6 15.1 0.0 All 14.5 0.0 SB L 1 / 2 14.2 0.0 TR 2 / 3 14.8 0.0 All 14.7 0.0 Intersect. 14.0 SIG/Cinema v3.08 Marvin & Associates Page 2 45 275 20 300 330 45 50 130 240 40 120 55 1 36 24 1 36 24 2 22 24 2 22 24 HCM Analysis Summary Future 2035 w/o Cottonwood N R Marvin Peak AM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 AM wo Cottonwood Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 105 0.92 1 320 0.92 1 215 0.92 1 130 0.92 1 350 0.92 1 35 0.92 1 95 0.92 1 200 0.92 1 90 0.92 1 25 0.92 1 280 0.92 1 90 0.92 1 60 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 30 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 32.0 3.5 1.5 33.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 315 0.154 0.427 L 0.362 14.8 B 18.5 B * TR 762 0.289 0.427 TR 0.677 19.3 B WB L 233 0.258 0.427 L 0.605 19.8 B 17.1 B TR 793 0.222 0.427 TR 0.521 16.1 B NB L 381 0.119 0.440 L 0.270 13.5 B 13.9 B TR 798 0.155 0.440 TR 0.353 14.0 B SB * LTR 782 0.223 0.440 LTR 0.506 15.3 B 15.3 B Intersection: Delay = 16.6sec/veh Int. LOS=B Xc= 0.59 * Critical Lane Group (v/s)Crit= 0.51 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future 2035 w/o Cottonwood N R Marvin Peak AM Durston Road/Ferguson Avenue 12/20/17 Case: Durston & Ferguson Future 2035 AM wo Cottonwood App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 7 7.2 0.0 TR 7 / 9 12.7 0.0 All 10.9 0.0 WB L 2 / 4 9.9 0.0 TR 6 / 7 13.6 0.0 All 12.8 0.0 NB L 2 / 4 9.0 0.0 TR 3 / 5 16.5 0.0 All 13.7 0.0 SB LTR 5 / 6 13.4 0.0 All 13.4 0.0 Intersect. 12.4 SIG/Cinema v3.08 Marvin & Associates Page 2 105 320 215 130 350 35 95 200 90 25 280 90 1 31 24 1 31 24 2 32 24 2 32 24 HCM Analysis Summary Future 2035 w/o Cottonwood N R Marvin Peak PM Analysis Duration: 15 mins. Durston Road/Ferguson Avenue 12/26/17 Case: Durston & Ferguson Future 2035 PM wo Cottonwood Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 2 1 1 1 L 12.0 L 12.0 L 12.0 LTR 12.0 TR 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 LTR 3 165 0.92 1 325 0.92 1 155 0.92 1 120 0.92 1 330 0.92 1 20 0.92 1 110 0.92 1 260 0.92 1 105 0.92 1 10 0.92 1 380 0.92 1 115 0.92 1 45 5 0 0 --- --- 5 5 0 0 --- --- 30 5 0 0 --- --- 45 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678 P e d O n l y LTP LTP LTP LTP 0 30.0 3.5 1.5 35.0 3.5 1.5 Actuated 75.0 Sec 10.0 Sec Capacity Analysis Results Approach: App GroupLane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 312 0.229 0.400 L 0.574 19.2 B 19.8 B * TR 723 0.262 0.400 TR 0.654 20.0 B WB L 234 0.223 0.400 L 0.556 19.1 B 17.6 B TR 748 0.201 0.400 TR 0.501 17.1 B NB L 351 0.159 0.467 L 0.342 12.9 B 13.3 B TR 847 0.201 0.467 TR 0.431 13.5 B SB * LTR 851 0.274 0.467 LTR 0.588 15.4 B 15.4 B Intersection: Delay = 16.8sec/veh Int. LOS=B Xc= 0.62 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future 2035 w/o Cottonwood N R Marvin Peak PM Durston Road/Ferguson Avenue 12/26/17 Case: Durston & Ferguson Future 2035 PM wo Cottonwood App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 9 / 14 3.3 0.0 TR 7 / 11 11.0 0.0 All 6.1 0.0 WB L 2 / 4 11.6 0.0 TR 5 / 7 13.3 0.0 All 13.0 0.0 NB L 3 / 8 6.0 0.0 TR 4 / 7 14.3 0.0 All 10.7 0.0 SB LTR 7 / 9 11.9 0.0 All 11.9 0.0 Intersect. 9.2 SIG/Cinema v3.08 Marvin & Associates Page 2 165 325 155 120 330 20 110 260 105 10 380 115 1 29 24 1 29 24 2 34 24 2 34 24 APPENDIX B-5 Year 2035 Impact Mitigation Capacity HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders Mill & Oak St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/11/18 Redistribute East/West Street Oak Street Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0 Configuration LT TR LT TR LTR LTR Volume, V (veh/h)30 270 25 175 160 10 15 80 90 10 130 55 Percent Heavy Vehicles (%)1 1 1 1 1 1 1 1 Proportion Time Blocked 0.300 0.350 0.500 0.500 0.200 0.500 0.500 0.200 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Critical Headway (sec)4.12 4.12 7.52 6.52 6.92 7.52 6.52 6.92 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.21 2.21 3.51 4.01 3.31 3.51 4.01 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)33 190 201 212 Capacity, c (veh/h)1129 1039 503 389 v/c Ratio 0.03 0.18 0.40 0.54 95% Queue Length, Q₉₅ (veh)0.1 0.7 1.9 3.1 Control Delay (s/veh)8.3 9.2 16.9 24.8 Level of Service, LOS A A C C Approach Delay (s/veh)0.9 4.8 16.9 24.8 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 1/13/2018 3:14:04 PMFlanders & Oak Future AM Redistribute SB to RT on Oak.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cottonwood & South Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 1/11/18 Redist from Flanders to SB LT East/West Street South Access/ Annie St Analysis Year 2035 North/South Street Cottonwood Road Time Analyzed Peak AM Future w/o Cotton Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h)20 15 30 90 10 35 15 165 210 170 95 10 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.500 0.500 0.200 0.500 0.500 0.200 0.200 0.300 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)72 150 17 189 Capacity, c (veh/h)521 463 1303 1124 v/c Ratio 0.14 0.32 0.01 0.17 95% Queue Length, Q₉₅ (veh)0.5 1.4 0.0 0.6 Control Delay (s/veh)13.0 16.4 7.8 8.9 Level of Service, LOS B C A A Approach Delay (s/veh)13.0 16.4 0.3 5.5 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved.HCS7™ TWSC Version 7.4 Generated: 1/13/2018 3:24:09 PMCottonwood South Access Future AM Redist from Flanders SB LT.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Flanders & Durston Agency/Co.Marvin & Associates Jurisdiction City Of Bozeman Date Performed 12/26/17 East/West Street Durston Road Analysis Year 2035 North/South Street Flanders Mill Road Time Analyzed Peak PM Future w/o Cotton Peak Hour Factor 0.94 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description New Bozeman High School Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 1 0 1 Configuration L T TR L R Volume, V (veh/h)125 475 525 75 65 135 Percent Heavy Vehicles (%)1 1 1 Proportion Time Blocked 0.300 0.400 0.200 Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.11 6.41 6.21 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.21 3.51 3.31 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)133 69 144 Capacity, c (veh/h)872 242 500 v/c Ratio 0.15 0.29 0.29 95% Queue Length, Q₉₅ (veh)0.5 1.1 1.2 Control Delay (s/veh)9.9 25.7 15.1 Level of Service, LOS A D C Approach Delay (s/veh)2.1 18.5 Approach LOS C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.4 Generated: 1/12/2018 4:34:33 PMFlanders & Durston wo Cotton Future PM 2 SB lanes.xtw APPENDIX C UPDATE Site Traffic Assignment Matrix APPENDIX C UPDATE Traffic Assignment Matrix Initial & Future 2020 AM HOUR SITE TRAFFIC ASSIGNMENT PARKING TRIPS IN 279 OUT 137 COTTONWOOD ROAD FLANDERS MILL ROAD 29 20 10 02 0 1 0 10 11 11 6 43 1 3 3 3 3 0 08 322 222263 11 3 28 14 42 042 25 0 0 28 14 17 8 000 0 2 8 0 1 7 00 50 01 13 0 8 2 8 2 8 0 6 4 17 0 1 13 13 9 0 123 123 32 64 96 11 11 10 0 12 12 0 82 41 41 1 0 32 40 1 2 1 1 1 3 2 100 11 26 110 44 1 1 37 154 3 45 154 20 25 110 44 20 98 12 13 13 110 13 34 128 21 18 5 12 21 12 31 20 33 17 43 53 61 53 61 20 33 17 43 0 9 11 12 5 0 0 0 12 52 39 31 0 0 0 0 0 160 92 0 0 0 0 0 40 107 53 22 0 0 0 2 19 6 2 71 2 0 49 117 28 39 166 67 166 67 0 49 117 28 39 0 0 13 32 4 13 15 0 0 0 16 33 0 13 13 0 39 39 39 0 0 31 50 0 4 17 17 4 0 58 58 15 31 46 33 0 9 4 4 19 19 4 0 15 08 40 800 41 84 48 125 12 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D 2020 PM HOUR SITE TRAFFIC ASSIGNMENT IN 133 OUT 199 COTTONWOOD ROAD FLANDERS MILL ROAD 23 91 4 09 2 0 14 16 16 3 31 2 2 7 2 7 0 07 111 111134 16 4 13 20 33 033 20 0 0 13 20 8 12 000 0 1 3 0 800 80 01 13 0 4 1 4 1 1 2 0 3 1 13 0 1 11 11 8 0 100 100 46 31 76 5 5 15 0 10 10 0 41 60 60 2 0 46 70 1 0 1 1 7 5 2 200 53 2 5 4 7 0 2 2 38 124 4 51 124 20 31 54 70 20 43 10 21 21 49 21 30 78 9298 10 9 5 49 20 19 19 55 39 74 39 74 20 19 19 55 01 55 1 08 0 0 0 10 72 24 49 0 0 0 0 0 124 100 0 0 0 0 0 62 52 76 27 0 0 0 9 47 13 5 0 76 56 35 19 132 54 132 54 0 76 56 35 19 0 0 21 52 4 11 24 0 0 0 24 16 0 11 11 0 19 19 19 0 0 15 40 0 3 15 15 4 0 46 46 22 15 37 16 0 8 4 4 28 28 6 0 22 04 00 400 60 40 64 100 10 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D 2035 AM HOUR FULL SITE TRAFFIC ASSIGNMENT with COTTONWOOD N IN 643 OUT 317 COTTONWOOD ROAD FLANDERS MILL ROAD 77 51 25 05 10 60 00 0 2 6 19000 00038 13 13 0 0 0 0 26 13 62 50 0 1 3 64 32 26 13 96 38 96 38 38 64 32 26 13 26 13 0 8 57 0 26 0 26 0 0 16 0 8 12 12 3 0 170 170 13 0 141 48 0 4 92 92 21 0 256 256 70 141 211 32 32 21 0 81 81 57 170 86 86 3 0 70 12 24 24 12 10 65 3 0 0 40 81 253 86 3 3 121 338 6 181 338 78 103 253 86 78 228 24 55 55 256 22 100 290 45 34 12 48 45 28 64 78 93 36 91 171 127 171 127 78 93 36 91 0 1 95 9 2 41 2 0 0 0 48 135 87 64 0 0 0 0 0 407 203 0 0 0 0 0 87 271 117 53 0 0 0 45 212 62 28 0 107 257 65 90 364 155 364 155 0 107 257 65 90 0 0 24 72 11 31 33 0 0 0 32 64 0 31 31 0 90 90 90 0 0 71 96 0 8 42 42 11 0 134 134 35 71 106 640 231111 444410 035 0 193 0 19 0 0 95 193 10 19 288 29 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D 2035 PM HOUR FULL SITE TRAFFIC ASSIGNMENT with COTTONWOOD N IN 306 OUT 459 COTTONWOOD ROAD FLANDERS MILL ROAD 61 24 37 02 40 90 00 0 1 2 15000 00031 66 00 00 1 2 1 8 93 70 0 1 8 31 46 12 18 77 31 77 31 31 31 46 12 18 12 18 0 8 23 0 12 0 12 0 0 23 0 8 11 11 3 0 84 84 18 0 67 38 0 4 58 58 20 0 208 208 101 67 168 15 15 33 0 46 46 23 84 124 124 5 0 101 19 38 23 11 15 104 5 0 0 23 114 119 130 5 5 136 250 9 234 250 84 150 119 130 84 96 23 88 88 108 36 107 162 18 55 19 62 18 11 95 84 80 42 106 164 148 164 148 84 80 42 106 0 3 15 4 2 31 9 0 0 0 62 195 55 95 0 0 0 0 0 352 214 0 0 0 0 0 133 157 160 65 0 0 0 18 104 32 11 0 164 122 84 43 287 127 287 127 0 164 122 84 43 0 0 38 115 11 30 54 0 0 0 46 31 0 30 30 0 43 43 43 0 0 34 77 0 8 41 41 11 0 107 107 50 34 84 310 231111 646414 050 09 20 900 138 92 14 9 230 23 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D 2035 AM HOUR FULL SITE TRAFFIC ASSIGNMENT without COTTONWOOD N IN 643 OUT 317 COTTONWOOD ROAD FLANDERS MILL ROAD 77 51 25 05 1 6 0 25 32 32 26 19 13 6 96 96 0 0 38 13 64 64 64 26 13 32 13 90 44 134 0 134 38 0 0 90 44 26 13 000 0 9 0 0 2 6 00 16 0 0 4 4 11 0 170 170 13 0 141 48 0 4 36 36 21 0 256 256 70 141 211 32 32 21 0 32 32 0 170 86 86 3 0 70 12 0 32 4 33 65 3 0 0 32 65 260 102 3 3 97 362 6 114 362 51 63 260 102 51 228 32 31 31 256 29 76 297 45 41 12 32 45 28 72 51 77 44 100 128 144 128 144 51 77 44 100 0 1 93 2 3 21 2 0 0 0 32 119 94 72 0 0 0 0 0 364 220 0 0 0 0 0 87 244 125 53 0 0 0 45 212 62 28 0 107 257 65 90 364 155 364 155 0 107 257 65 90 0 0 24 72 11 31 33 0 0 0 32 64 0 31 31 0 90 90 90 0 0 71 96 0 8 42 42 11 0 134 134 35 71 106 640 231111 444410 035 0 193 0 19 0 0 95 193 10 19 288 29 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D COTTONWOOD ROAD FLANDERS MILL ROAD 61 24 37 02 4 9 0 37 46 46 12 15 6 9 77 77 0 0 31 6 3 1 3 13 1 1 21 8 46 18 43 64 107 0 107 31 0 0 43 64 12 18 000 0 4 3 0 1 2 00 23 0 0 4 4 11 0 84 84 18 0 67 38 0 4 35 35 20 0 208 208 101 67 168 15 15 33 0 31 31 0 84 124 124 5 0 101 19 0 31 4 54 104 5 0 0 15 83 127 161 5 5 98 288 9 127 288 46 81 127 161 46 96 31 50 50 108 47 68 174 18 66 19 31 18 11 114 46 49 50 125 95 175 95 175 46 49 50 125 0 3 11 5 3 11 9 0 0 0 31 164 62 114 0 0 0 0 0 283 241 0 0 0 0 0 133 119 179 65 0 0 0 18 104 32 11 0 164 122 84 43 287 127 287 127 0 164 122 84 43 0 0 38 115 11 30 54 0 0 0 46 31 0 30 30 0 43 43 43 0 0 34 77 0 8 41 41 11 0 107 107 50 34 84 310 231111 646414 050 09 20 900 138 92 14 9 230 23 FERGUSON AVENUE BA X T E R L A N E OA K S T R E E T U-Turns NO R T H A C C E S S AN N I E S T R E E T DU R S T O N R O A D