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HomeMy WebLinkAbout18 - Traffic Impact Study - Winco (Gallatin Center Lot 12)TRAFFIC IMPACT STUDY for GALLATIN CENTER LOT 12 DEVELOPMENT Bozeman, Montana Prepared for MADISON ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102           November 15, 2018  TRAFFIC IMPACT STUDY for GALLATIN CENTER LOT 12 DEVELOPMENT Bozeman, Montana Prepared for MADISON ENGINEERING Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102           November 15, 2018  i TABLE OF CONTENTS P A G E INTRODUCTION 1 SITE LOCATION & DESCRIPTION 1 EXISTING CONDITIONS 2 Streets & Intersections 2 T r a f f i c V o l u m e s 4 Traffic Speeds 6 Capacity 6 T R I P G E N E R A T I O N 9 T R I P D I S T R I B U T I O N 1 1 TRAFFIC ASSIGNMENT 13 I M P A C T S 1 6 Phase 1 Traffic Volumes 16 Phase 1 Capacity 18 S a f e t y 2 1 F u t u r e T r a f f i c V o l u m e s 2 1 Future Capacity 22 MITIGATION MEASURES 24 CONCLUSIONS AND RECOMMENDATIONS 25 APPENDIX A – TRAFFIC VOLUMES APPENDIX B – CAPACITY CALCULATIONS APENDIX C – TURN LANE WARRANTS ii LIST OF TABLES P A G E Table 1. Existing Peak AM Hour Capacity Analysis Summary 7 Table 2. Existing Peak PM Hour Capacity Analysis Summary 8 Table 3. Gallatin Center Lot 12 Development Trip Generation 9 Table 4. Trip Mode and Classification Summary Full Development 10 Table 5. Existing Plus Peak AM Hour Site Traffic Capacity Analysis Summary 19 Table 6. Existing Plus Peak PM Hour Site Traffic Capacity Analysis Summary 20 Table 7. Future Plus Phases 1 & 2 Peak PM Hour Capacity Analysis Summary 23 LIST OF FIGURES P A G E Figure 1. Gallatin Center Lot 12 Development Site Location 2 Figure 2. Existing 2017 Peak AM Hour Traffic Volumes 5 Figure 3. Existing 2017 Peak PM Hour Traffic Volumes 6 Figure 4. New & Passerby Trip Distribution Percentages 12 Figure 5. Phase 1 Winco – Peak AM Hour Site Traffic Assignment 13 Figure 6. Phase 1 Winco – Peak PM Hour Site Traffic Assignment 14 Figure 7. Phases 1 & 2 – Peak AM Hour Site Traffic Assignment 15 Figure 8. Phases 1 & 2 – Peak PM Hour Site Traffic Assignment 16 Figure 9. Phase 1 Peak AM Hour Site Traffic Plus 2018 Background Traffic 17 Figure 10. Phase 1 Peak PM Hour Site Traffic Plus 2018 Background Traffic 18 Figure 11. Peak PM Hour Phase 1 & 2 Traffic with Future Background Traffic 22 Gallatin Center Lot 12   Traffic Impact Study     Gallatin Center Lot 12 TIS page 1 TRAFFIC IMPACT STUDY INTRODUCTION This report summarizes the results of a traffic impact study (TIS) conducted for the proposed Gallatin Center Lot 12 development project in Bozeman, MT. Marvin & Associates was retained by Madison Engineering to provide the TIS as required by the Bozeman Municipal Code (BMC). The primary purpose of this study was to address specific impacts of the proposed development on the existing street system within a defined area of influence and at the proposed site accesses. The TIS also provides recommendations regarding the mitigation of any identified impacts. Having reviewed the proposed Gallatin Center Lot 12 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. The study methodology and analysis procedures used in this study employed the most contemporary of analysis techniques, using nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made within this report are based upon those standards and the professional judgment of the author. SITE LOCATION & DESCRIPTION The proposed site is located in the northwest corner of Cattail Street and Max Avenue on west end of Bozeman, west of N 19th Avenue (see Figure 1). The development site is platted as Lot 12 within the Gallatin Center Subdivision and is currently unoccupied. The development site is bounded by commercial buildings on the north, Max avenue on the east, Cattail Street on the south, and undeveloped land on the west. Proposed development within the site consists of two commercial buildings. A 74,900 square foot Winco Supermarket is planned to be constructed in 2018 as Phase 1 of the project development. Phase 2 would involve construction of a 36,000 square foot commercial building at some point in the future. When the second phase of development is completed, all of the available commercial property west of Max Avenue between Cattail Street and Catron Street will be occupied. Planned access to the development will involve an access to Max Avenue, at the same approximate location as an existing access; a public access from Cattail Street to the new parking lot; and a second western most access to Cattail Street that will be used exclusively by delivery trucks. Gallatin Center Lot 12 TIS page 2 TRAFFIC IMPACT STUDY EXISTING CONDITIONS Streets & Intersections Development of Gallatin Center Lot 12 could possibly impact intersections within the immediate area of the development. In addition, the BMC requires that all intersections between collector and arterial street within a one-half mile radius of the development be evaluated for impacts. Therefore, the following intersections were evaluated within the scope of this TIS: Catron Street and N 27th Avenue N 27th Avenue & Cattail Street Catron Street & Max Avenue Cattail Street & Max Avenue Gallatin Center Lot 12 TIS page 3 TRAFFIC IMPACT STUDY Catron Street & Valley center Drive N 19th Avenue & Valley Center Drive N 19th Avenue & Burke Street N 19th Avenue & Cattail Street In addition to the above noted external intersections, existing operations at the Max Avenue access to the existing commercial buildings west of Max Avenue were evaluated since it will serve as a shared access to the proposed development. Of the nine study intersections, only two are currently controlled by traffic signals. The remaining seven intersections are controlled by stop signs located on the minor approach legs. The two traffic signals on N 19th Avenue appear to operate with a common background signal cycle for purposes of arterial signal coordination. The following street segments within the study area are described as follows: Cattail Street is classified as an east/west collector street between N 27th Avenue and N 19th Avenue. Sidewalks are located on the north side of the roadway and are separated by a boulevard that contains a drainage swale along the length of the street. The posted speed limit on Cattail Street is 25 mph. There are no curb and gutter sections on Cattail Street. The street width is approximately 44’ wide from edge of pavement to edge of pavement with auxiliary turn lanes at its intersection with N 19th Avenue. Max Avenue is a north-south local access street between Catron Street and Cattail Street. It fronts the east side of the project site. There are sidewalks on both sides of the street and the roadway is separated from the sidewalks with a drainage swale within the boulevard, similar to Cattail Street. Also similar to Cattail Street is the lack of curb and gutter sections. The speed limit on Max Avenue is 25 mph by City Ordinance. Max Avenue is approximately 34’ wide along its length. N 19th Avenue is a north-south principal arterial roadway. It is a 5-lane roadway with a raised center median and left turn bays at key intersections. The posted speed limit on N 19th Avenue is 40 mph. 19th Avenue extends throughout the entire urban area from a point south of the Montana State University Campus to an interchange with Gallatin Center Lot 12 TIS page 4 TRAFFIC IMPACT STUDY Interstate 90, just north of the proposed site development. Within the project vicinity, pedestrian/bike paths exist along the west side of the roadway. Valley Center Drive is an east-west arterial roadway that extends from a point north of Belgrade, on the west, to its terminus at N 19th Avenue, south of the site. Within the study area, Valley Center Road carries 2 lanes of traffic in each direction with a 32’ wide raised median that accommodates auxiliary left turn lanes and two-stage stop-control at key intersections. The posted speed limit on Valley Center Road is 45 mph. Catron Street is an east-west local access roadway with a posted speed limit of 25 mph. It is located north of the project site and provides access to the northern part of the retail center within Gallatin Center Subdivision. Catron Street carries two lanes of traffic with intermittent sidewalks provided on both sides of the roadway. N 27th Avenue is a north-south collector roadway. It is located west of the project site and travels from Cattail Street to E Valley Central Drive. The City of Bozeman Transportation Plan indicates that N 27th Avenue will be extended form Baxter Lanes one the south to Cattail Street at some future date. The extension of N 27th Avenue will eventually reduce travel demand on N 19th Avenue by providing an alternative access to commercial properties within the Gallatin Center Subdivision. Traffic Volumes Existing traffic volumes were determined by performing manual intersection counts at some of study area intersections during the am and peak pm hour periods. In addition, electronic recording counters and manual counts taken in 2016, for the Opportunity Subdivision TIS, were used as well as 2016 Sanderson Stewart Mio-vision counts at most of the intersections. The counts at each intersection were balanced an adjusted to 2017 conditions. Figure 2 summarizes the existing am peak hour turning volumes and Figure 3 summaries the peak pm hour turning movement counts as well as the calculated average weekday traffic (AWT) volumes on each street link. There was minimal pedestrian and bike traffic during the counting periods. Gallatin Center Lot 12 TIS page 5 TRAFFIC IMPACT STUDY In addition to the peak hour intersection turning movement counts, electronic traffic counters were set on Cattail Street and Max Avenue in 2016. Hourly traffic volume summaries for these counters can be found in Appendix A of this report. It was found that the peak hour for traffic on the street system occurs between 4:30 and 5:30 averaging approximately 9.6% of the average weekday traffic (AWT). In the am hour, between 8:30 and 9:30, the average is approximately 5% of AWT. Other AWT counts taken on N 19th Avenue in past years indicate the peak hour of the day occurs between 4:45 and 5:45 pm with 8.5% of AWT during that period. Gallatin Center Lot 12 TIS page 6 TRAFFIC IMPACT STUDY Traffic Speeds Electronic counters recorded speed data over a 24-hour period on both Max Avenue and cattail Street in 2016. Speed data from those counters indicated that the 85th percentile speed on Cattail Street was approximately 30 mph, while the 85th percentile speed on Max Avenue was approximately 28 mph. Thus, the operational speeds on both of these streets are within the operating range of the 25 mph speed limits. Capacity Capacity calculations were conducted for the peak am and pm hours at all of the study intersections (see Appendix B). Tables 1 and 2, on the following pages, summarize the results of capacity calculations for both the am and pm peak hour periods respectively. Measures in the table include control delay (seconds/vehicle), level of service (LOS), volume-to- capacity (v/c) ratio, and 95% queue length. Gallatin Center Lot 12 TIS page 7 TRAFFIC IMPACT STUDY The calculation results showed that all intersections and approach movements at these intersections currently operate at or above an acceptable LOS “C” during both peak hour study periods, with the following exceptions: Catron Street & Max Avenue southbound approach LOS “E” PM N 19th Avenue & Valley Center Drive southbound left-turn LOS “D” Peak AM & PM LTR LTR L L Control Delay (s/veh)10.8 10.8 7.3 7.4 LOS BBAA V/C Ratio 0.13 0.11 0.00 0.02 Queue Length (95%)1101 LR L Control Delay (s/veh)9.3 7.4 LOS AA V/C Ratio 0.08 0.02 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)7.4 7.5 9.8 10.2 LOS AAAB V/C Ratio 0.00 0.01 0.03 0.01 Queue Length (95%)0010 LR L Control Delay (s/veh)8.5 7.3 LOS AA V/C Ratio 0.01 0.01 Queue Length (95%)00 LL L T R L T R Control Delay (s/veh)7.3 7.6 10.2 10.3 LOS AABB V/C Ratio 0.01 0.00 0.01 0.04 Queue Length (95%)0001 LR L Control Delay (s/veh)11.4 10.7 8.5 LOS BB A V/C Ratio 0.01 0.18 0.09 Queue Length (95%)01 1 LR L T R L T R L T R Control Delay (s/veh)30.4 28.1 25.6 25.6 34.2 15.8 47.7 32.7 24.2 LOS C C CCCB DCC V/C Ratio 0.51 0.31 0.03 0.03 0.37 0.32 0.23 0.73 0.11 Queue Length (95%)851 1 6 63 1 1 2 RL Control Delay (s/veh)13.3 11.4 LOS BB V/C Ratio 0.02 0.03 Queue Length (95%)11 L T RL T RL T RL T R Control Delay (s/veh)23.8 35.1 23.7 33.2 19.3 23.3 13.0 31.2 12.9 LOS CD CC BC BCB V/C Ratio 0.05 0.25 0.11 0.03 0.28 0.34 0.11 0.73 0.02 Queue Length (95%)24 11 36 2 1 3 4 0.55 OVERALL 27.9C NA Movement Group Movement Group Valley Center Drive & Catron Street NA Intersection NA NA NA NA Table 1. Existing Peak AM Hour Capacity Analysis Summary Movement Group N 27th Avenue & Cattail Street Movement Group N 27th Avenue & Catron Street Max Avenue & Lot 12 Existing Access Intersection MOE EB WB NB SB Movement Group Catron Street & Max Avenue Movement Group Movement Group Movement Group Cattail Street & Max Avenue OVERALL N 19th Avenue & Cattail Drive 28.0C 0.51 N 19th Avenue & Burke Street Movement Group N 19th Avenue & Valley Center Drive NA Gallatin Center Lot 12 TIS page 8 TRAFFIC IMPACT STUDY N19th Avenue & Cattail Street eastbound thru LOS “D” AM & PM, westbound Thru LOS “D” PM, northbound approach LOS “D” PM, and Overall LOS “D” PM The observed operations at all of the study intersections appear to support the theoretical levels of service and calculated vehicle queues shown in Tables 1 and 2. LTR LTR L L Control Delay (s/veh)11.8 12.6 7.4 7.4 LOS BBAA V/C Ratio 0.18 0.32 0.01 0.03 Queue Length (95%)1201 LR L Control Delay (s/veh)9.5 7.5 LOS AA V/C Ratio 0.08 0.04 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)8.0 7.8 18.0 37.2 LOS AACE V/C Ratio 0.00 0.05 0.46 0.71 Queue Length (95%)0136 LR L Control Delay (s/veh)9.6 7.7 LOS AA V/C Ratio 0.07 0.05 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)8.1 7.4 11.4 17.6 LOS AABC V/C Ratio 0.02 0.00 0.03 0.46 Queue Length (95%)1013 LR L Control Delay (s/veh)21.6 12.0 8.8 LOS CB A V/C Ratio 0.19 0.41 0.28 Queue Length (95%)12 2 LR L T R L T R L T R Control Delay (s/veh)30.4 28.1 25.7 26.0 36.7 21.9 48.4 29.6 26.8 LOS C C CCCC DCC V/C Ratio 0.47 0.27 0.02 0.06 0.37 0.58 0.22 0.52 0.27 Queue Length (95%)7 4 115 1 0 282 RL Control Delay (s/veh)13.1 11.4 LOS BB V/C Ratio 0.17 0.22 Queue Length (95%)11 L T RL T RL T RL T R Control Delay (s/veh)31.0 45.4 30.7 41.8 35.6 51.9 19.0 30.3 14.2 LOS CD CD DD BCB V/C Ratio 0.11 0.52 0.04 0.16 0.81 0.97 0.04 0.63 0.03 Queue Length (95%)4 6 1 3 12 18 1 11 1 Table 2. Existing Peak PM Hour Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group NA N 27th Avenue & Catron Street Movement Group NA N 27th Avenue & Cattail Street Movement Group NA Catron Street & Max Avenue Movement Group NA Max Avenue & Lot 12 Existing Access Movement Group NA Cattail Street & Max Avenue Movement Group NA Valley Center Drive & Catron Street Movement Group OVERALL N 19th Avenue & Valley Center Drive 27.3C 0.51 Movement Group OVERALL N 19th Avenue & Cattail Drive 42.0D 0.83 Movement Group NA N 19th Avenue & Burke Street Gallatin Center Lot 12 TIS page 9 TRAFFIC IMPACT STUDY TRIP GENERATION Table 3 is a trip generation summary for the Gallatin Center Lot 12 development. Trip generation rates from ITE’s Trip Generation Report, 9th Edition were evaluated to determine the land use rates that would be most representative of the proposed development land uses. Within Table 3, trip generation rates and resulting trip projections for the average weekday and the am and pm peak hours for the development are noted. The proposed development, consisting of a 74,900 square foot Discount Supermarket (Phase 1) and a 36,000 Specialty Retail building (Phase 2), would generate approximately 8400 average weekday trips (AWT) with 287 in the am peak hour of the generator and 871 trips in the peak pm hour of adjacent street traffic when fully developed. 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 proposed development, being located within a commercial district is surrounded by residential development. Since trip generators and producers are located in close proximity, the potential for pedestrian and bicycle travel modes is high. For this development it was assumed that at least 5% of the trips would be bike and pedestrian trips on the average weekday with 5% in both the am and pm hours. This would result in approximately 420 AWT (pedestrian and bike trips) with 14 in the am hour and 43 in the pm hour, as shown in Table 4. No. of Rate Total Total Total Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Phase 1 Code 854 Discount Supermarket 74.9 1,000 sf 1 6804 2 189 110 79 3 625 313 312 Phase 2 Code 826 Specialty Retail 36.0 1,000 sf 4 1596 5 98 43 55 6 246 118 128 8400 287 153 134 871 431 440 1 - T = 90.84(X) 2 - T = 2.53(X) (58% enter) 3 - T = 8.34(X) (50% enter) 4 - T = 44.32(X) 5 - T = 2.71(X) (44% enter) 6 - T = 6.84(X) (48% enter) Gallatin Center Lot 12 Totals = Table 3. Gallatin Center Subdivision Lot 12 Trip Generation Peak AM HourAverage Weekday Peak PM Hour Gallatin Center Lot 12 TIS page 10 TRAFFIC IMPACT STUDY 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 for developments containing multiple land uses and/or complementary facilities to have trip origins and destinations within the development site boundaries. 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 there would be a mix of commercial development within the commercial area between Catron Street and Cattail Street, there is clear potential for ICT trips. The ITE Trip Generation Report provides data and methods to estimate ICT that were used for this study. The ICT methodology resulted in approximately 28% of the AWT trips being ICT trips with 10% in the am hour and 20% in the pm hour. Table 4 indicates that the ICT trips would be 2,352 AWT trips with 29 in the am hour and 174 in the pm hour. Total Ped/Bike Net Veh. ICT Net Ext. Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 6804 340 6464 1905 4559 1504 3055 Peak AM Hour 189 9 180 19 161 53 108 Peak PM Hour 625 31 594 125 469 155 314 Average Weekday 1596 80 1516 447 1069 363 706 Peak AM Hour 98 5 93 10 83 28 55 Peak PM Hour 246 12 234 49 185 63 122 Total Ped/Bike Net Veh. ICT Net Ext. Passerby Net New Trips Trips Trips Trips Trips Trips Trips Average Weekday 8400 420 7980 2352 5628 1867 3761 Peak AM Hour 287 14 273 29 244 81 163 Peak PM Hour 871 43 828 174 654 218 436 Enter Exit Total Enter Exit Total 63 45 108 157 157 314 31 22 53 78 77 155 94 67 161 235 234 469 Enter Exit Total Enter Exit Total 87 76 163 216 220 436 43 38 81 108 110 218 130 114 244 324 330 654 Passserby Trips Access Vehicles Phase 1 AM & PM Summary Phase 1 & Phase 2 AM & PM Summary Table 4. Trip Mode & Classification Summary Full Development Access Vehicles PHASE 2 TOTAL PHASE 1 & 2 Peak AM Hour Peak PM Hour Land Uses New External Trips Passserby Trips PHASE 1 Peak AM Hour Peak PM Hour New External Trips Gallatin Center Lot 12 TIS page 11 TRAFFIC IMPACT STUDY Once the number of external vehicle trips is determined, they can be further categorized 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 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, ITE passerby trip data for these particular land use types indicated that approximately 33% of Discount Supermarket trips and 34% of the Specialty Retail trips would be passerby trips. This would result in approximately 1867 passerby AWT, with 81 in the am hour and 218 in the pm hour as shown in Table 4. Table 4 presents the final net number of vehicular trips that would be added to the street system within the study area. Subtracting the pedestrian and bicycle mode trips, the internal capture trips, and the passerby trips from the potential trip increase at this site would result in 3,761 AWT, with 163 trips in the am hour and 436 in the pm hour. For Phase 1 of this development, which is the only land use with definitive development plans and schedule, the net number of new trips would be 3,055 AWT, with 108 trips in the am hour and 314 in the pm hour. Table 4 also shows the calculated number of ingress and egress movements (new trips and passerby trips) at the site accesses. 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 TIS 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 Gallatin Center Lot 12 development, a basic area of influence model was used. With potential for trip origins and destinations to be made throughout Bozeman and the entire regional area. Large polygon areas were plotted on aerial Gallatin Center Lot 12 TIS page 12 TRAFFIC IMPACT STUDY photos of the Bozeman urban area. The polygon boundaries were defined by direction of access on the entire street system. Approximate population and commercial densities were estimated within each of the polygon areas. The percentage densities of each polygon was calculated based on the entire study area and applied to street links accessing the site. A Gravity Equation using the inverse square of the travel time to the center of each polygon was applied to the densities and the relative percentage attraction was calculated. Figure 4 presents the results of the trip distribution model. Primary trips were distributed along each arterial and collector street that have potential impacted intersection within a one-half mile radius of the development site. Passerby trips distribution is based on the directional traffic splits in the am and pm hours. Gallatin Center Lot 12 TIS page 13 TRAFFIC IMPACT STUDY TRAFFIC ASSIGNMENT The assignment of site traffic to the street system and site access points is dependent upon several factors. Two such factors are external directional distribution and localized operational site conditions such as one-way streets. Directional distribution percentages were determined in the trip distribution analysis to provide access traffic demand estimates. The distribution/assignment estimates represent traffic movements to and from the site that would occur depending on the directions of arrival or departure relative to the chosen access point. The combined calculation of demand and least time accessibility were used to estimate likely movement volumes at each individual intersection. Turning movements at each access point were then calculated through the application of trip distribution to development vehicular trip generation estimates. Traffic assignments were based on unconstrained access conditions, which does not consider capacity limitations that may be encountered at or near the site. Gallatin Center Lot 12 TIS page 14 TRAFFIC IMPACT STUDY Figures 5 and 6 present results of the traffic volume assignment analysis for Phase 1 (Winco) with average weekday traffic (AWT) and peak am and pm hour development traffic shown thereon. Phase 1 AWT volumes shown in Figure 6 indicate that Cattail Street would have the highest site generated traffic volumes with approximately 3,400 AWT south of Max Avenue. The section of Max Avenue between Cattail and the site access would have an AWT of approximately 2,600 vehicles. Full development of the site would include both Phase 1 and Phase 2 of Gallatin Center Subdivision Lot 12. Figures 7 and 8 present the site traffic assignment volumes for full development conditions during the am and pm hours respectively. It can be seen in Figure 8 that full development traffic would be approximately 40% higher than the Phase 1 volumes shown in Figure 6. Gallatin Center Lot 12 TIS page 15 TRAFFIC IMPACT STUDY Gallatin Center Lot 12 TIS page 16 TRAFFIC IMPACT STUDY IMPACTS Phase 1 Traffic Volumes Traffic volume impacts for site developments can often be quantified by determining the change in traffic volumes expected at various points within the surrounding network of roads and streets. Site traffic assignments give an indication of what volume of traffic could potentially be added to the street system during the average weekday (AWT). Yet in almost all cases, it is very difficult to determine AWT on any section of street to within 10% accuracy. Thus, impact analyses on streets with relative percentage increases less than 10% are not normally considered to be significant. While the percent change in AWT can be used to identify general locations where impacts could be significant, it is the volume changes during peak traffic flow periods that provide specific information on the type and location of impacts that could Gallatin Center Lot 12 TIS page 17 TRAFFIC IMPACT STUDY potentially occur. Figures 9 and 10 present the calculated 2018 background traffic plus site traffic volumes associated with the Phase 1 development. The intersection volumes shown in Figures 9 and 10 (am and pm hours respectively) are used in capacity calculations to determine whether the additional traffic would have noticeable impacts on each intersection’s efficiency. Figure 10 indicates that the only streets with volume impacts greater than 10% are Cattail Street, Max Avenue and N 27th Avenue. Gallatin Center Lot 12 TIS page 18 TRAFFIC IMPACT STUDY Phase 1 Capacity Tables 5 and 6 present capacity analysis results for potentially impacted intersections using 2018 background traffic projections plus Phase 1 development generated peak am and pm hour traffic volumes. All of the potentially impacted intersections would remain at or above an acceptable LOS “C” except for the intersections and approach movements that are currently below LOS “C” and at the intersection of Cattail Street and Max Avenue. The only appreciable changes would occur during the peak PM hour. At the intersection of Cattail Street and Max Avenue, the southbound approach would operate at LOS “D” with 25.9 seconds delay per vehicle or 0.9 seconds above the LOS “C” criteria. In addition, the northbound left-turn movement on N 19th Avenue at Cattail Street would operate at LOS “E” with 79.7 seconds delay and a maximum queue of 24 vehicles. Gallatin Center Lot 12 TIS page 19 TRAFFIC IMPACT STUDY LTR LTR L L Control Delay (s/veh)10.9 11.0 7.3 7.4 LOS BBAA V/C Ratio 0.11 0.11 0.00 0.03 Queue Length (95%)1101 LR L Control Delay (s/veh)9.3 7.4 LOS AA V/C Ratio 0.09 0.02 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)7.4 7.5 9.8 10.3 LOS AAAB V/C Ratio 0.00 0.01 0.03 0.01 Queue Length (95%)0010 LR L Control Delay (s/veh)8.7 7.4 LOS AA V/C Ratio 0.05 0.04 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)7.8 8.2 10.4 11.3 LOS AABB V/C Ratio 0.01 0.00 0.01 0.11 Queue Length (95%)0001 LR L Control Delay (s/veh)11.5 10.8 8.5 LOS BB A V/C Ratio 0.01 0.18 0.09 Queue Length (95%)01 1 LR L T R L T R L T R Control Delay (s/veh)30.6 28.2 25.6 25.6 34.3 16.0 47.7 33.9 24.3 LOS C C CCCB DCC V/C Ratio 0.51 0.32 0.03 0.03 0.38 0.33 0.23 0.76 0.11 Queue Length (95%)751 1 5 72 1 2 2 RL Control Delay (s/veh)13.6 11.6 LOS BB V/C Ratio 0.03 0.03 Queue Length (95%)11 LT R LT R LT R L T R Control Delay (s/veh)24.2 36.0 23.8 33.2 22.2 23.3 13.0 31.3 13.1 LOS CD CC CC BCB V/C Ratio 0.09 0.33 0.01 0.03 0.41 0.34 0.11 0.73 0.04 Queue Length (95%)33 11 66 2 1 2 1 LL R Control Delay (s/veh)7.4 9.7 LOS AA V/C Ratio 0.01 0.04 Queue Length (95%)01 Table 5. Existing Plus Phase 1 Peak AM Hour Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group NA N 27th Avenue & Catron Street Movement Group NA N 27th Avenue & Cattail Street Movement Group NA Catron Street & Max Avenue Movement Group NA Max Avenue & Lot 12 Existing Access Movement Group NA Cattail Street & Max Avenue Movement Group NA Valley Center Drive & Catron Street Movement Group OVERALL N 19th Avenue & Valley Center Drive 28.4C 0.57 Movement Group NA N 19th Avenue & Burke Street Movement Group OVERALL N 19th Avenue & Cattail Drive 28.1C 0.58 Movement Group NA Cattail Street & Site Access B Gallatin Center Lot 12 TIS page 20 TRAFFIC IMPACT STUDY LTR LTR L L Control Delay (s/veh)12.0 13.0 7.4 7.4 LOS BBAA V/C Ratio 0.20 0.34 0.02 0.03 Queue Length (95%)1211 LR L Control Delay (s/veh)9.7 7.6 LOS AA V/C Ratio 0.10 0.06 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)8.0 7.8 19.3 46.4 LOS AACE V/C Ratio 0.00 0.06 0.50 0.78 Queue Length (95%)0137 LR L Control Delay (s/veh)11.5 8.2 LOS BA V/C Ratio 0.27 0.15 Queue Length (95%)21 LL L T R L T R Control Delay (s/veh)8.8 8.2 12.6 25.9 LOS AABD V/C Ratio 0.02 0.00 0.05 0.69 Queue Length (95%)1016 LR L Control Delay (s/veh)23.0 12.1 8.8 LOS CB A V/C Ratio 0.24 0.42 0.26 Queue Length (95%)13 2 LR L T R L T R L T R Control Delay (s/veh)30.5 28.2 25.7 26.0 36.8 22.9 48.4 30.6 26.9 LOS C C CCDC DCC V/C Ratio 0.48 0.28 0.02 0.06 0.38 0.63 0.21 0.58 0.28 Queue Length (95%)7 5 115 1 0 393 RL Control Delay (s/veh)13.7 12.1 LOS BB V/C Ratio 0.18 0.25 Queue Length (95%)11 LT R LT R LT R L T R Control Delay (s/veh)33.9 52.8 31.1 41.7 79.7 50.9 18.8 30.1 14.5 LOS CD CD ED BCB V/C Ratio 0.35 0.70 0.04 0.15 1.03 0.96 0.04 0.63 0.07 Queue Length (95%)7 8 1 2 24 19 2 12 2 LL R Control Delay (s/veh)7.8 11.4 LOS AB V/C Ratio 0.03 0.17 Queue Length (95%)11 Table 6. Existing Plus Phase 1 Peak PM Hour Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group NA N 27th Avenue & Catron Street Movement Group NA N 27th Avenue & Cattail Street Movement Group NA Catron Street & Max Avenue NA Cattail Street & Max Avenue Movement Group NA Movement Group NA Max Avenue & Lot 12 Existing Access Movement Group N 19th Avenue & Burke Street Movement Group NA Valley Center Drive & Catron Street Movement Group OVERALL N 19th Avenue & Valley Center Drive 27.9 C 0.54 Movement Group NA Cattail Street & Site Access B Movement Group OVERALL N 19th Avenue & Cattail Drive 47.5D 0.99 Gallatin Center Lot 12 TIS page 21 TRAFFIC IMPACT STUDY Safety In terms of accident potential at the study accesses and intersections, any increase in traffic would result in a commensurate increase in exposure, which has the potential to result in a higher number of total accidents at area intersections. Safety of the site accesses is dependent upon sight distance to and from vehicle entering and exiting the surrounding street system. It appears that no permanent structures exist or will be constructed as a part of the site development that would impede sight distance. Other safety considerations would involve left and right turning vehicles slowing or stopping in traffic lanes to execute turning movements. AASHTO criteria for auxiliary turn lanes were investigated for the site accesses based on that criteria and warrant exhibits are contained within Appendix C of this report. It was determined that auxiliary right-turn lanes would not be required for either the Max Avenue or Cattail accesses. Since the site development will provide a continuous left-turn lane on Cattail Street, warrants were not evaluated on that street. It was determined that the warrant values for a left-turn lane on Max Avenue would be met if the design speed on Max Avenue was 40 mph. However, the 85th % speed on Max Avenue is only 28 mph, which commonly used as the approximate design speed. AASHTO does not provide guidance for low speed operation on local urban streets, but it does indicate that other factors should be considered when implementing auxiliary turn lanes such as capacity and economic justification. Since the capacity calculations indicate that the northbound movement would operate at LOS “A” at the Max Avenue site access, it was concluded that an auxiliary left-turn lane would not be justified. Future Traffic Volumes The analysis horizon year for Phase 1 of the development is 2018. Traffic forecasts Phase 2 is not certain, but it could be assumed to be within the next 15 years. In order to account for developments that are in the process of being developed, traffic forecasts for the future includes 2018 traffic, the traffic estimate for Phases 1 and 2 of Gallatin Center Subdivision Lot 12, and the traffic potential of six other development projects (In-process) within the study area. The projects are listed below:  Taco Bell – Northwest of Catamount St/E Valley Central Drive intersection  Auto Detail Shop – Northeast of N 27th Ave/Cattail St intersection  Savannah Condominiums – Southwest of Savannah St/Fen Way intersection  Cattail Properties Multi-Family – Southwest of Cattail St/Blackbird Drive intersection  Gallatin Peak Multi-Family – South of Warbler Way  Opportunity Subdivision – South of Cattail Street between Max Avenue and N 19th Avenue Gallatin Center Lot 12 TIS page 22 TRAFFIC IMPACT STUDY Figure 11 presents the peak pm hour future (year 2032) traffic projections at the study intersections and site accesses. Future projections for the future peak am hour were not completed since the peak pm hour 2018 plus Phase 1 site traffic conditions were the only conditions that resulted in appreciable changes in LOS at any of the intersections. It should also be noted that if the N 27th Avenue extension to Baxter is constructed within the near future, appreciable redirection of site traffic from N 19th Avenue to N 27th Avenue could occur. Future Capacity Table 7 presents a summary of capacity calculations for future (year 2032) peak pm hour conditions based on traffic projection shown in Figure 11. In comparing Table 7 results to Table 6, it can be seen that the intersections will LOS movements less than “C” would become measurably worse. The southbound approaches to both Max Avenue Gallatin Center Lot 12 TIS page 23 TRAFFIC IMPACT STUDY intersections with Catron Street and Cattail Street would operate at LOS “F”. Two movements at the N 19th Avenue and Cattail Street intersection would have one LOS grade lower with the northbound left-turn operating at LOS “F” and the and the eastbound thru movement would operate at LOS “E”. The overall intersection LOS would be LOS “E” and the northbound queue length would be 200 feet longer than the available bay storage length. LTR LTR L L Control Delay (s/veh)12.3 13.4 7.4 7.5 LOS BBAA V/C Ratio 0.21 0.36 0.02 0.03 Queue Length (95%)1211 LR L Control Delay (s/veh)10.2 7.7 LOS BA V/C Ratio 0.15 0.09 Queue Length (95%)11 LL L T R L T R Control Delay (s/veh)8.0 7.8 20.2 53.3 LOS AACF V/C Ratio 0.01 0.06 0.52 0.82 Queue Length (95%)0137 LR L Control Delay (s/veh)12.7 8.3 LOS BA V/C Ratio 0.36 0.19 Queue Length (95%)21 LL L T R L T R Control Delay (s/veh)8.9 8.2 14.3 65.8 LOS AABF V/C Ratio 0.02 0.00 0.28 0.97 Queue Length (95%)102 1 2 LR L Control Delay (s/veh)25.3 12.2 8.9 LOS DB A V/C Ratio 0.27 0.43 0.29 Queue Length (95%)23 2 LR L T R L T R L T R Control Delay (s/veh)31.7 28.8 25.7 26.0 37.0 23.7 48.4 33.1 27.0 LOS CCC C D CD C C V/C Ratio 0.54 0.34 0.02 0.06 0.41 0.66 0.21 0.70 0.30 Queue Length (95%)11 4 1 1 5 11 3 12 3 RL Control Delay (s/veh)14.7 13.0 LOS BB V/C Ratio 0.20 0.27 Queue Length (95%)12 LT R LT R LT R L T R Control Delay (s/veh)41.2 73.8 31.6 41.7 153.4 47.5 18.2 31.1 14.7 LOS DE CD F DB C B V/C Ratio 0.68 0.89 0.05 0.15 1.23 0.94 0.04 0.66 0.09 Queue Length (95%)12 9 1 2 30 22 1 13 3 LL R Control Delay (s/veh)8.0 12.8 LOS AB V/C Ratio 0.05 0.25 Queue Length (95%)11 Cattail Street & Site Access B Movement Group OVERALL N 19th Avenue & Cattail Drive 59.3 E 1.38 Movement Group NA Movement Group NA N 19th Avenue & Burke Street Valley Center Drive & Catron Street Movement Group OVERALL N 19th Avenue & Valley Center Drive 29.2 C 0.58 Movement Group NA Cattail Street & Max Avenue Movement Group NA Max Avenue & Lot 12 Existing Access Movement Group NA Catron Street & Max Avenue Movement Group NA N 27th Avenue & Catron Street Movement Group NA N 27th Avenue & Cattail Street Table 7. Future Plus Phases 1&2 Peak PM Hour Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection Movement Group NA Gallatin Center Lot 12 TIS page 24 TRAFFIC IMPACT STUDY MITIGATION MEASURES Other than LOS impacts on N 19th Avenue intersections, which are under the jurisdiction of the Montana Department of Transportation, the only intersections with measurable impacts would be the Max Avenue intersections. Since the southbound approach to the intersection of Catron Street and Max Avenue is a private driveway, existing operational deficiencies on the driveway approach must be addressed by the private entities. At the intersection of Cattail Street and Max Avenue, Phase 1 development impacts are just barely enough to cause the southbound approach to operate at LOS “D”. However, the site access to Cattail Street would operate at LOS “B”. Since site traffic impacting the intersection of Cattail Street and Max Avenue would have the option of using access B on Cattail Street, it is extremely likely that drivers would migrate to the access with the least delay, thereby decreasing demand for the southbound approach at the Max Avenue and Cattail Street intersection. A sensitivity analysis was completed to determine the balance point where egress traffic from the site would have relatively equal delay. That is, whether access A or access B would be the chosen path to arrive at the N 19th Avenue intersection on Cattail Street. It was determined that approximately 50% of the 227 egress trips that were assigned to the eastbound right-turn movement at Access A, in the pm hour for Phase 1 development, could be redistributed to the southbound left-turn egress movement at Access B. Capacity calculations in Appendix C indicate that the southbound approach from Max Avenue at the Cattail Street intersection would operate at LOS “C” with 19.0 seconds delay per vehicle and the southbound egress movement at the Access B site approach would operate at LOS B with a 13.1 second average delay per vehicle. Internal vehicle queues at Access B would be 2 vehicles maximum and on the southbound Max Avenue approach to Cattail Street the maximum queue would be 3 vehicles. Thus, alternative access movements would ensure that delay at the Max Avenue & Cattail Street intersection is minimized. The driver selection process will mitigate potential efficiency impacts at the intersection of Cattail Street and Max Avenue for Phase 1 development. Similar analysis was completed for future traffic projections that included development of Phase 2 in combination with increased traffic created by In-process developments. It was determined that the south Max Avenue approach to Cattail would operate at LOS “E” and mitigation would be required. A number of future mitigation concepts were tested including: all-way stop control, a westbound right-turn lane, a southbound left-turn lane and combinations or the three. It was determined that none of the concepts would adequately address efficiency impacts. Thus, a higher level of traffic control would be required. A traffic signal concepts was tested and it was determined that adequate LOS could be achieved for future traffic conditions without adding auxiliary traffic lanes. Appendix C contains Gallatin Center Lot 12 TIS page 25 TRAFFIC IMPACT STUDY capacity calculations that indicate the signalized intersection would operate at an overall LOS “B” with none of the movements operating less than LOS “C”. CONCLUSIONS AND RECOMMENDATIONS Analysis of trip generation estimates, traffic assignments, and capacity calculations show that the development of Gallatin Center Lot 12 would not have appreciable impacts on traffic operations on the surrounding street system. The only intersection of concern would be the Cattail Street and Max Avenue intersection. Operations of the intersection when Phase 1 (Winco Supermarket) is constructed would experience some congestion on the southbound approach initially, but would quickly stabilize when drivers become familiar with the quickest way to exit the parking lot using either the Cattail Street access or the Max Avenue access. In the future, depending on In-process development schedules and construction of Gallatin Center Lot 12 Phase 2, congestion will increase to the point that a traffic signal will be warranted and justified. Exact timing of signal installation would very difficult to determine since it would be dependent upon development schedules within the area. In addition, long range plans for construction of N 27th Avenue from Baxter Lane to Valley Center Drive would have a significant impact on directional traffic flows for the entire area within and around the Gallatin Center Subdivision. Capacity analysis within this study has indicated that the proposed sites accesses would operate at LOS “C” or better initially and well into the future. The approaches would be approximately 32’ in width which will allow expeditious ingress and egress movements. The capacity analysis also indicated that a single egress lane would be adequate at all accesses and the internal queuing would require no more than 2 vehicles lengths for storage. The western most access to Cattail Street would only serve delivery operations and would occur at off-peak traffic periods. From examination of the site plan, it appears that WB-67 trucks will be able to enter the approach and maneuver within the site without blocking the access or any portion of the street. Sight distance measurements indicate that trucks exiting the access would have adequate sight distance to oncoming traffic on Cattail Street/N 27th Avenue. APPENDIX A Traffic Count Volumes Ho u r 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f Be g i n Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y 0 13 1 3 0 . 4 % 7 7 0 . 2 % 0 2 0 2 0 0 . 3 % 1 9 9 0 . 3 % 7 7 0 . 2 % 0 1 6 1 6 0 . 3 % 2 4 4 0 . 1 % 1 1 0 . 0 % 0 5 5 0 . 1 % 3 1 1 0 . 0 % 0 0 0 . 0 % 0 1 1 0 . 0 % 4 5 5 0 . 2 % 7 7 0 . 2 % 0 1 2 1 2 0 . 2 % 5 7 7 0 . 2 % 1 9 1 9 0 . 6 % 0 2 6 2 6 0 . 4 % 6 24 2 4 0 . 8 % 7 5 7 5 2 . 3 % 0 9 9 9 9 1 . 6 % 7 67 6 7 2 . 3 % 1 6 2 1 6 2 5 . 1 % 0 2 2 9 2 2 9 3 . 7 % 8 97 9 7 3 . 3 % 1 6 5 1 6 5 5 . 2 % 0 2 6 2 2 6 2 4 . 3 % 9 13 1 1 3 1 4 . 4 % 1 5 3 1 5 3 4 . 8 % 0 2 8 4 2 8 4 4 . 6 % 10 14 1 1 4 1 4 . 8 % 2 2 4 2 2 4 7 . 0 % 0 3 6 5 3 6 5 5 . 9 % 11 22 6 2 2 6 7 . 7 % 2 3 3 2 3 3 7 . 3 % 0 4 5 9 4 5 9 7 . 5 % 12 24 4 2 4 4 8 . 3 % 2 3 5 2 3 5 7 . 3 % 0 4 7 9 4 7 9 7 . 8 % 13 22 6 2 2 6 7 . 7 % 2 7 4 2 7 4 8 . 6 % 0 5 0 0 5 0 0 8 . 1 % 14 27 3 2 7 3 9 . 2 % 2 3 3 2 3 3 7 . 3 % 0 5 0 6 5 0 6 8 . 2 % 15 18 9 1 8 9 6 . 4 % 2 2 2 2 2 2 6 . 9 % 0 4 1 1 4 1 1 6 . 7 % 16 27 3 2 7 3 9 . 2 % 2 7 3 2 7 3 8 . 5 % 5 4 6 0 5 4 6 8 . 9 % 17 26 9 2 6 9 9 . 1 % 2 5 6 2 5 6 8 . 0 % 5 2 5 0 5 2 5 8 . 5 % 18 25 4 2 5 4 8 . 6 % 2 2 5 2 2 5 7 . 0 % 4 7 9 0 4 7 9 7 . 8 % 19 19 5 1 9 5 6 . 6 % 1 6 8 1 6 8 5 . 2 % 3 6 3 0 3 6 3 5 . 9 % 20 13 2 1 3 2 4 . 5 % 1 5 1 1 5 1 4 . 7 % 2 8 3 0 2 8 3 4 . 6 % 21 98 9 8 3 . 3 % 7 0 7 0 2 . 2 % 1 6 8 0 1 6 8 2 . 7 % 22 49 4 9 1 . 7 % 2 7 2 7 0 . 8 % 7 6 0 7 6 1 . 2 % 23 25 2 5 0 . 8 % 1 5 1 5 0 . 5 % 4 0 0 4 0 0 . 6 % 0 0 0 0 0 To t a l 12 9 5 1 6 5 7 2 9 5 2 1 0 0 . 0 % 1 1 8 5 2 0 1 7 3 2 0 2 1 0 0 . 0 % 2 4 8 0 3 6 7 4 6 1 5 4 1 0 0 . 0 % WE S T B O U N D E A S T B O U N D B O T H D I R E C T I O N S CA T T A I L S T R E E T W E S T O F N O R T H 1 9 t h A V E N U E 0. 0 % 1. 0 % 2. 0 % 3. 0 % 4. 0 % 5. 0 % 6. 0 % 7. 0 % 8. 0 % 9. 0 % 10 . 0 % 0 1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Begin Hour Ho u r l y V a r i a t i o n s 0. 0 % 1. 0 % 2. 0 % 3. 0 % 4. 0 % 5. 0 % 6. 0 % 7. 0 % 8. 0 % 9. 0 % 10 . 0 % 0 1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Be g i n H o u r Ho u r l y V a r i a t i o n s 0. 0 % 1. 0 % 2. 0 % 3. 0 % 4. 0 % 5. 0 % 6. 0 % 7. 0 % 8. 0 % 9. 0 % 01 2 3 4 5 6 7 8 9 10 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Be g i n H o u r Ho u r l y V a r i a t i o n s Ho u r 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f 5/ 3 / 2 0 1 6 5 / 4 / 2 0 1 6 A v e r a g e % o f Be g i n Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y Tu e s d a y W e d n e s d a y W e e k d a y W e e k d a y 0 0 0 0 . 0 % 0 0 0 . 0 % 0 0 0 0 . 0 % 1 1 1 0 . 1 % 1 1 0 . 1 % 0 2 2 0 . 1 % 2 0 0 0 . 0 % 1 1 0 . 1 % 0 1 1 0 . 0 % 3 0 0 0 . 0 % 1 1 0 . 1 % 0 1 1 0 . 0 % 4 0 0 0 . 0 % 3 3 0 . 3 % 0 3 3 0 . 1 % 5 1 1 0 . 1 % 1 1 0 . 1 % 0 2 2 0 . 1 % 6 4 4 0 . 3 % 3 3 0 . 3 % 0 7 7 0 . 3 % 7 8 8 0 . 5 % 1 6 1 6 1 . 4 % 0 2 4 2 4 0 . 9 % 8 30 3 0 1 . 9 % 3 0 3 0 2 . 7 % 0 6 0 6 0 2 . 2 % 9 57 5 7 3 . 6 % 7 3 7 3 6 . 6 % 0 1 3 0 1 3 0 4 . 8 % 10 11 6 1 1 6 7 . 3 % 6 9 6 9 6 . 2 % 0 1 8 5 1 8 5 6 . 9 % 11 17 0 1 7 0 1 0 . 7 % 1 0 6 1 0 6 9 . 5 % 0 2 7 6 2 7 6 1 0 . 2 % 12 15 1 1 5 1 9 . 5 % 1 0 9 1 0 9 9 . 8 % 0 2 6 0 2 6 0 9 . 7 % 13 14 9 1 4 9 9 . 4 % 1 1 3 1 1 3 1 0 . 2 % 0 2 6 2 2 6 2 9 . 7 % 14 16 0 1 6 0 1 0 . 1 % 1 2 7 1 2 7 1 1 . 4 % 0 2 8 7 2 8 7 1 0 . 7 % 15 11 7 1 1 7 7 . 4 % 7 6 7 6 6 . 8 % 0 1 9 3 1 9 3 7 . 2 % 16 15 4 1 5 4 9 . 7 % 1 0 4 1 0 4 9 . 4 % 2 5 8 0 2 5 8 9 . 6 % 17 13 3 1 3 3 8 . 4 % 8 9 8 9 8 . 0 % 2 2 2 0 2 2 2 8 . 2 % 18 13 5 1 3 5 8 . 5 % 8 7 8 7 7 . 8 % 2 2 2 0 2 2 2 8 . 2 % 19 92 9 2 5 . 8 % 5 7 5 7 5 . 1 % 1 4 9 0 1 4 9 5 . 5 % 20 69 6 9 4 . 4 % 3 3 3 3 3 . 0 % 1 0 2 0 1 0 2 3 . 8 % 21 32 3 2 2 . 0 % 9 9 0 . 8 % 4 1 0 4 1 1 . 5 % 22 4 4 0 . 3 % 2 2 0 . 2 % 6 0 6 0 . 2 % 23 0 0 0 . 0 % 0 0 0 . 0 % 0 0 0 0 . 0 % 0 0 0 0 0 To t a l 61 9 9 6 4 1 5 8 3 1 0 0 . 0 % 3 8 1 7 2 9 1 1 1 0 1 0 0 . 0 % 1 0 0 0 1 6 9 3 2 6 9 3 1 0 0 . 0 % SO U T H B O U N D N O R T H B O U N D B O T H D I R E C T I O N S MA X A V E N U E O F N O R T H o f C A T T A I L S T R E E T 0. 0 % 2. 0 % 4. 0 % 6. 0 % 8. 0 % 10 . 0 % 12 . 0 % 0 1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Begin Hour Ho u r l y V a r i a t i o n s 0. 0 % 2. 0 % 4. 0 % 6. 0 % 8. 0 % 10 . 0 % 12 . 0 % 0 1 2 3 4 5 6 7 8 9 1 0 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Be g i n H o u r Ho u r l y V a r i a t i o n s 0. 0 % 2. 0 % 4. 0 % 6. 0 % 8. 0 % 10 . 0 % 12 . 0 % 14 . 0 % 01 2 3 4 5 6 7 8 9 10 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 2 0 2 1 2 2 2 3 % A W T Be g i n H o u r Ho u r l y V a r i a t i o n s APPENDIX B-1 Existing Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Avenue & Catron St Agency/Co.Marvin & Assocciates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2017 North/South Street N 27th Avenue Time Analyzed Peak AM Existing Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)1 63 10 5 57 2 5 21 21 31 36 1 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 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)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 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)89 77 6 37 Capacity, c (veh/h)711 692 1556 1549 v/c Ratio 0.13 0.11 0.00 0.02 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.0 0.1 Control Delay (s/veh)10.8 10.8 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)10.8 10.8 0.8 3.5 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 3:55:13 PMN 27th & Catron AM Existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Ave & Cattail St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2017 North/South Street N 27TH Avenue Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.96 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)21 53 27 28 63 5 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)77 28 Capacity, c (veh/h)923 1529 v/c Ratio 0.08 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)9.3 7.4 Level of Service, LOS A A Approach Delay (s/veh)9.3 3.7 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:07:59 PMN 27th & Cattail AM Existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Catron St & Max Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 1 0 0 1 0 Configuration LTR LT R LTR LTR Volume, V (veh/h)1 103 16 10 78 10 5 5 10 5 2 1 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 12 24 9 Capacity, c (veh/h)1502 1457 776 697 v/c Ratio 0.00 0.01 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.0 Control Delay (s/veh)7.4 7.5 9.8 10.2 Level of Service, LOS A A A B Approach Delay (s/veh)0.1 0.8 9.8 10.2 Approach LOS A B Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:13:26 PMCatron & Max AM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Max Ave & Lot 12 Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Lot 12 Access Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)0 6 10 22 21 0 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)6 11 Capacity, c (veh/h)1049 1592 v/c Ratio 0.01 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 Control Delay (s/veh)8.5 7.3 Level of Service, LOS A A Approach Delay (s/veh)8.5 2.4 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:20:57 PMMAx Avenu Lot 12 Access AM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)8 153 15 1 45 22 4 2 1 21 4 2 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 1 7 28 Capacity, c (veh/h)1544 1411 702 705 v/c Ratio 0.01 0.00 0.01 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 Control Delay (s/veh)7.3 7.6 10.2 10.3 Level of Service, LOS A A B B Approach Delay (s/veh)0.4 0.1 10.2 10.3 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:27:08 PMCattail & Max AM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Valley Center & Catron Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/21/2017 East/West Street Catron Street Analysis Year 2017 North/South Street Valley Center Drive Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 1 0 0 0 0 1 1 0 0 0 1 0 Configuration L R L T TR Volume, V (veh/h)5 125 92 58 325 5 Percent Heavy Vehicles (%)0 0 1 Proportion Time Blocked 0.400 0.300 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)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 136 100 Capacity, c (veh/h)569 764 1140 v/c Ratio 0.01 0.18 0.09 95% Queue Length, Q₉₅ (veh)0.0 0.6 0.3 Control Delay (s/veh)11.4 10.7 8.5 Level of Service, LOS B B A Approach Delay (s/veh)10.8 5.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/21/2017 12:15:02 PMValley Center & Catron AM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin Peak AM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th AM Exist 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 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 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) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 194 0.90 1 1 0.90 1 263 0.90 2 10 0.90 1 5 0.90 1 26 0.90 4 265 0.90 1 495 0.90 2 10 0.90 1 21 0.90 4 770 0.90 2 102 0.90 1 130 0 0 0 --- --- 15 0 0 0 --- --- 0 0 0 0 --- --- 50 0 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 TP TP LTP 0 32.0 3.5 1.5 24.0 4.0 0.0 25.0 4.0 0.0 6.0 3.5 1.5 Actuated 105.0 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 * L 428 0.154 0.305 L 0.505 30.4 C 29.5 C R 482 0.093 0.305 R 0.307 28.1 C WB LT 573 0.009 0.305 LT 0.030 25.6 C 25.6 C R 473 0.008 0.305 R 0.025 25.6 C NB * L 792 0.085 0.229 L 0.371 34.2 C 22.1 C TR 1781 0.159 0.505 TR 0.315 15.8 B SB L 99 0.013 0.057 L 0.232 47.7 D 32.6 C * T 1180 0.242 0.333 T 0.725 32.7 C R 533 0.036 0.333 R 0.109 24.2 C Intersection: Delay = 27.9sec/veh Int. LOS=C Xc= 0.55 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 8 8.2 0.0 R 3 / 5 17.5 0.0 All 11.2 0.0 WB LT 1 / 1 7.6 0.0 R 0 / 1 26.1 0.0 All 11.8 0.0 NB L 5 / 6 7.8 0.0 TR 4 / 6 15.2 0.0 All 11.1 0.0 SB L 1 / 3 5.3 0.0 T 8 / 11 9.5 0.0 R 1 / 2 22.5 0.0 All 9.8 0.0 Intersect. 10.6 SIG/Cinema v3.08 Marvin & Associates Page 2 194 1 263 10 5 26 265 495 10 21 770 102 1 31 24 1 31 24 2 24 04 3 25 04 3 25 04 4 5 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 19th Ave & Burke St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Burke Street Analysis Year 2017 North/South Street Time Analyzed Peak AM Hour Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 0 1 2 0 0 0 2 0 Configuration R L T T TR Volume, V (veh/h)10 16 532 1085 21 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Yes No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 4.1 Critical Headway (sec)6.90 4.10 Base Follow-Up Headway (sec)3.3 2.2 Follow-Up Headway (sec)3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 17 Capacity, c (veh/h)443 582 v/c Ratio 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)13.3 11.4 Level of Service, LOS B B Approach Delay (s/veh)13.3 0.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:38:55 PMN 19th & Burke AM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin Peak AM Analysis Duration: 15 mins. Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th AM Exist 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 4 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 T 12.0 R 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 T 3 R 3 22 0.93 1 5 0.93 1 170 0.93 1 5 0.93 1 1 0.93 1 21 0.93 1 67 0.93 1 449 0.93 3 6 0.93 1 51 0.93 1 989 0.93 3 16 0.93 1 85 5 0 0 --- --- 10 5 0 0 --- --- 0 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 R LTP LTP L L LTP LTP 0 8.0 4.0 1.0 28.0 4.0 1.5 10.0 4.0 1.0 48.0 4.0 1.5 Actuated 115.0 Sec 21.0 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 401 0.000 0.291 32.9 C * Lpro 124 0.013 0.070 L 0.046 23.8 C * TR 391 0.060 0.243 TR 0.246 35.1 D WB Lper 324 0.000 0.291 30.5 C Lpro 124 0.003 0.070 L 0.011 23.7 C TR 392 0.008 0.243 TR 0.033 33.2 C NB Lper 102 0.000 0.465 22.8 C * Lpro 155 0.040 0.087 L 0.280 19.3 B TR 1460 0.140 0.417 TR 0.335 23.3 C SB Lper 328 0.000 0.465 30.0 C Lpro 155 0.031 0.087 L 0.114 13.0 B * T 1463 0.303 0.417 T 0.727 31.2 C R 844 0.011 0.530 R 0.020 12.9 B Intersection: Delay = 28.0sec/veh Int. LOS=C Xc= 0.51 * Critical Lane Group (v/s)Crit= 0.42 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 4.8 0.0 TR 2 / 4 9.6 0.0 All 8.5 0.0 WB L 1 / 1 3.8 0.0 TR 1 / 1 18.6 0.0 All 7.0 0.0 NB L 1 / 3 11.6 0.0 TR 5 / 6 12.0 0.0 All 12.0 0.0 SB L 1 / 2 14.6 0.0 T 10 / 13 10.5 0.0 R 1 / 4 6.7 0.0 All 10.6 0.0 Intersect. 10.8 SIG/Cinema v3.08 Marvin & Associates Page 2 22 5 170 5 1 21 67 449 6 51 989 16 1 8 14 1 8 14 1 8 14 2 28 24 2 28 24 3 10 14 3 10 14 4 47 24 4 47 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Avenue & Catron St Agency/Co.Marvin & Assocciates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2017 North/South Street N 27th Avenue Time Analyzed Peak PM Existing Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)2 95 16 21 125 65 21 42 22 38 44 3 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 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)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 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)120 224 22 40 Capacity, c (veh/h)653 697 1549 1525 v/c Ratio 0.18 0.32 0.01 0.03 95% Queue Length, Q₉₅ (veh)0.7 1.4 0.0 0.1 Control Delay (s/veh)11.8 12.6 7.4 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)11.8 12.6 1.9 3.4 Approach LOS B B Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/20/2017 3:58:00 PMN 27th & Catron PM Existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Ave & Cattail St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2017 North/South Street N 27TH Avenue Time Analyzed Peak PM Hour Existing Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 42 53 75 63 17 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)65 60 Capacity, c (veh/h)861 1503 v/c Ratio 0.08 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.1 Control Delay (s/veh)9.5 7.5 Level of Service, LOS A A Approach Delay (s/veh)9.5 3.3 Approach LOS A Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:06:55 PMN 27th & Cattail PM Existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Catron St & Max Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak P87M Hour Existing Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 1 0 0 1 0 Configuration LTR LT R LTR LTR Volume, V (veh/h)5 137 43 62 146 165 40 45 120 125 74 16 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 71 236 247 Capacity, c (veh/h)1212 1378 509 347 v/c Ratio 0.00 0.05 0.46 0.71 95% Queue Length, Q₉₅ (veh)0.0 0.2 2.4 5.2 Control Delay (s/veh)8.0 7.8 18.0 37.2 Level of Service, LOS A A C E Approach Delay (s/veh)0.3 1.5 18.0 37.2 Approach LOS C E Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:15:53 PMCatron & Max PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Max Ave & Lot 12 Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Lot 12 Access Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak PM Hour Existing Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)2 48 62 146 169 0 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)55 69 Capacity, c (veh/h)830 1386 v/c Ratio 0.07 0.05 95% Queue Length, Q₉₅ (veh)0.2 0.2 Control Delay (s/veh)9.6 7.7 Level of Service, LOS A A Approach Delay (s/veh)9.6 2.6 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:22:59 PMMAx Avenu Lot 12 Access PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak PM Hour Existing Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)21 104 2 0 163 185 7 2 5 186 4 27 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)23 0 16 241 Capacity, c (veh/h)1183 1483 577 525 v/c Ratio 0.02 0.00 0.03 0.46 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.1 2.4 Control Delay (s/veh)8.1 7.4 11.4 17.6 Level of Service, LOS A A B C Approach Delay (s/veh)1.5 0.0 11.4 17.6 Approach LOS B C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:29:15 PMCattail & Max PM Exist.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Valley Center & Catron Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/21/2017 East/West Street Catron Street Analysis Year 2017 North/South Street Valley Center Drive Time Analyzed Peak PM Hour Existing Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 1 0 0 0 0 1 1 0 0 0 1 0 Configuration L R L T TR Volume, V (veh/h)48 330 331 100 100 36 Percent Heavy Vehicles (%)0 1 1 Proportion Time Blocked 0.400 0.200 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)7.1 6.2 4.1 Critical Headway (sec)6.40 6.21 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)52 359 360 Capacity, c (veh/h)268 870 1303 v/c Ratio 0.19 0.41 0.28 95% Queue Length, Q₉₅ (veh)0.7 2.0 1.1 Control Delay (s/veh)21.6 12.0 8.8 Level of Service, LOS C B A Approach Delay (s/veh)13.2 6.8 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/21/2017 12:18:14 PMValley Center & Catron PM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Exist 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 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 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) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 195 0.92 1 0 0.92 1 285 0.92 2 5 0.92 1 5 0.92 1 25 0.92 4 260 0.92 1 890 0.92 2 15 0.92 1 25 0.92 4 570 0.92 2 255 0.92 1 160 0 0 0 --- --- 0 0 0 0 --- --- 0 0 0 0 --- --- 120 0 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 TP TP LTP 0 35.0 3.5 1.5 24.0 4.0 0.0 25.0 4.0 0.0 8.0 3.5 1.5 Actuated 110.0 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 * LT 450 0.150 0.318 LT 0.471 30.4 C 29.5 C R 504 0.086 0.318 R 0.270 28.1 C WB LT 543 0.006 0.318 LT 0.018 25.7 C 26.0 C R 494 0.017 0.318 R 0.055 26.0 C NB L 756 0.082 0.218 L 0.374 36.7 D 25.2 C * TR 1701 0.278 0.482 TR 0.578 21.9 C SB * L 126 0.016 0.073 L 0.214 48.4 D 29.7 C T 1190 0.175 0.336 T 0.521 29.6 C R 538 0.092 0.336 R 0.273 26.8 C Intersection: Delay = 27.3sec/veh Int. LOS=C Xc= 0.51 * Critical Lane Group (v/s)Crit= 0.44 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LT 6 / 7 9.8 0.0 R 3 / 4 19.0 0.0 All 13.0 0.0 WB LT 1 / 1 10.5 0.0 R 0 / 1 14.6 0.0 All 12.2 0.0 NB L 4 / 5 7.2 0.0 TR 8 / 10 11.6 0.0 All 10.2 0.0 SB L 1 / 2 5.3 0.0 T 6 / 8 11.0 0.0 R 2 / 3 21.1 0.0 All 12.0 0.0 Intersect. 11.3 SIG/Cinema v3.08 Marvin & Associates Page 2 195 0 285 5 5 25 260 890 15 25 570 255 1 34 24 1 34 24 2 24 04 3 25 04 3 25 04 4 7 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 19th Ave & Burke St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Burke Street Analysis Year 2017 North/South Street Time Analyzed Peak PM Hour Existing Peak Hour Factor 0.96 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 0 1 2 0 0 0 2 0 Configuration R L T T TR Volume, V (veh/h)85 155 1165 860 60 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Yes No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 4.1 Critical Headway (sec)6.90 4.10 Base Follow-Up Headway (sec)3.3 2.2 Follow-Up Headway (sec)3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)89 161 Capacity, c (veh/h)532 720 v/c Ratio 0.17 0.22 95% Queue Length, Q₉₅ (veh)0.6 0.9 Control Delay (s/veh)13.1 11.4 Level of Service, LOS B B Approach Delay (s/veh)13.1 1.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/20/2017 4:37:53 PMN 19th & Burke PM Exist.xtw HCM Analysis Summary Existing Conditions R Marvin Peak PM Analysis Duration: 15 mins. Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Exist 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 4 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 T 12.0 R 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 T 3 R 3 40 0.93 1 5 0.93 1 270 0.93 1 10 0.93 1 15 0.93 1 56 0.93 1 330 0.93 1 1298 0.93 3 6 0.93 1 14 0.93 1 851 0.93 3 25 0.93 1 135 5 0 0 --- --- 25 5 0 0 --- --- 0 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 R LTP LTP L L LTP LTP 0 8.0 4.0 1.0 22.0 4.0 1.5 20.0 4.0 1.0 50.0 4.0 1.5 Actuated 121.0 Sec 21.0 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 278 0.000 0.227 42.2 D * Lpro 118 0.024 0.066 L 0.109 31.0 C * TR 290 0.094 0.182 TR 0.517 45.4 D WB Lper 190 0.000 0.227 39.8 D Lpro 118 0.006 0.066 L 0.036 30.7 C TR 306 0.029 0.182 TR 0.160 41.8 D NB Lper 143 0.192 0.459 48.6 D * Lpro 295 0.165 0.165 L 0.811 35.6 D * TR 1448 0.400 0.413 TR 0.968 51.9 D SB Lper 62 0.000 0.459 29.7 C Lpro 295 0.008 0.165 L 0.042 19.0 B T 1448 0.261 0.413 T 0.632 30.3 C R 828 0.014 0.521 R 0.027 14.2 B Intersection: Delay = 42.0sec/veh Int. LOS=D Xc= 0.83 * Critical Lane Group (v/s)Crit= 0.68 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 5.5 0.0 TR 4 / 6 10.2 0.0 All 8.9 0.0 WB L 0 / 1 5.9 0.0 TR 2 / 3 6.5 0.0 All 6.5 0.0 NB L 10 / 12 6.6 0.0 TR 16 / 18 8.4 0.0 All 8.0 0.0 SB L 0 / 1 17.3 0.0 T 9 / 11 9.8 0.0 R 0 / 1 20.2 0.0 All 10.1 0.0 Intersect. 8.6 SIG/Cinema v3.08 Marvin & Associates Page 2 40 5 270 10 15 56 330 1298 6 14 851 25 1 8 14 1 8 14 1 8 14 2 22 24 2 22 24 3 20 14 3 20 14 4 49 24 4 49 24 APPENDIX B – 2 2018 Traffic Plus Phase 1 Site Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Avenue & Catron St Agency/Co.Marvin & Assocciates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2018 North/South Street N 27th Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.83 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)1 64 10 5 58 2 6 23 21 32 40 1 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 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)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 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)90 78 7 39 Capacity, c (veh/h)697 678 1550 1545 v/c Ratio 0.13 0.11 0.00 0.03 95% Queue Length, Q₉₅ (veh)0.4 0.4 0.0 0.1 Control Delay (s/veh)10.9 11.0 7.3 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)10.9 11.0 0.9 3.4 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 11:52:57 AMN 27th & Catron AM Existing Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Ave & Cattail St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street N 27TH Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.96 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)21 62 33 31 69 5 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)87 34 Capacity, c (veh/h)916 1521 v/c Ratio 0.09 0.02 95% Queue Length, Q₉₅ (veh)0.3 0.1 Control Delay (s/veh)9.3 7.4 Level of Service, LOS A A Approach Delay (s/veh)9.3 3.9 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 11:46:56 AMN 27th & Cattail AM Existing Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Catron St & Max Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 1 0 0 1 0 Configuration LTR LT R LTR LTR Volume, V (veh/h)1 105 16 13 79 10 5 5 12 5 2 1 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 15 26 9 Capacity, c (veh/h)1500 1455 779 685 v/c Ratio 0.00 0.01 0.03 0.01 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.0 Control Delay (s/veh)7.4 7.5 9.8 10.3 Level of Service, LOS A A A B Approach Delay (s/veh)0.1 1.0 9.8 10.3 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 11:59:21 AMCatron & Max AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Max Ave & Lot 12 A Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Lot 12 A Access Analysis Year 2017 North/South Street Max Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)2 45 53 22 21 21 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 56 Capacity, c (veh/h)1022 1564 v/c Ratio 0.05 0.04 95% Queue Length, Q₉₅ (veh)0.2 0.1 Control Delay (s/veh)8.7 7.4 Level of Service, LOS A A Approach Delay (s/veh)8.7 5.3 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:05:25 PMMAx Avenu Lot 12 A Access AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)8 168 15 1 59 62 4 5 1 58 6 2 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.200 0.300 0.300 0.300 0.200 0.000 0.300 0.200 Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow-Up Headway (sec) Follow-Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 1 10 69 Capacity, c (veh/h)1309 1140 672 642 v/c Ratio 0.01 0.00 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.4 Control Delay (s/veh)7.8 8.2 10.4 11.3 Level of Service, LOS A A B B Approach Delay (s/veh)0.4 0.1 10.4 11.3 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:50:14 PMCattail & Max AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Valley Center & Catron Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/21/2017 East/West Street Catron Street Analysis Year 2018 North/South Street Valley Center Drive Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 1 0 0 0 0 1 1 0 0 0 1 0 Configuration L R L T TR Volume, V (veh/h)7 127 95 59 331 8 Percent Heavy Vehicles (%)0 0 1 Proportion Time Blocked 0.400 0.300 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)7.1 6.2 4.1 Critical Headway (sec)6.40 6.20 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.30 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)8 138 103 Capacity, c (veh/h)559 764 1140 v/c Ratio 0.01 0.18 0.09 95% Queue Length, Q₉₅ (veh)0.0 0.7 0.3 Control Delay (s/veh)11.5 10.8 8.5 Level of Service, LOS B B A Approach Delay (s/veh)10.8 5.2 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:23:15 PMValley Center & Catron AM Exist Plus.xtw HCM Analysis Summary 2018 Plus Phase 1 R Marvin Peak AM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th AM Exist Plus 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 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 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) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 198 0.90 1 1 0.90 1 268 0.90 2 10 0.90 1 5 0.90 1 26 0.90 4 271 0.90 1 521 0.90 2 10 0.90 1 21 0.90 4 807 0.90 2 105 0.90 1 130 0 0 0 --- --- 15 0 0 0 --- --- 0 0 0 0 --- --- 50 0 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 TP TP LTP 0 32.0 3.5 1.5 24.0 4.0 0.0 25.0 4.0 0.0 6.0 3.5 1.5 Actuated 105.0 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 * L 428 0.157 0.305 L 0.514 30.6 C 29.6 C R 482 0.097 0.305 R 0.317 28.2 C WB LT 573 0.009 0.305 LT 0.030 25.6 C 25.6 C R 473 0.008 0.305 R 0.025 25.6 C NB * L 792 0.087 0.229 L 0.380 34.3 C 22.2 C TR 1781 0.167 0.505 TR 0.331 16.0 B SB L 99 0.013 0.057 L 0.232 47.7 D 33.6 C * T 1180 0.253 0.333 T 0.760 33.9 C R 533 0.038 0.333 R 0.114 24.3 C Intersection: Delay = 28.4sec/veh Int. LOS=C Xc= 0.57 * Critical Lane Group (v/s)Crit= 0.50 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2018 Plus Phase 1 R Marvin Peak AM Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 7 8.5 0.0 R 3 / 5 16.4 0.0 All 11.3 0.0 WB LT 1 / 1 7.6 0.0 R 0 / 1 26.1 0.0 All 11.8 0.0 NB L 4 / 5 8.9 0.0 TR 5 / 7 13.5 0.0 All 11.4 0.0 SB L 1 / 2 5.4 0.0 T 9 / 12 9.2 0.0 R 1 / 2 20.7 0.0 All 9.4 0.0 Intersect. 10.5 SIG/Cinema v3.08 Marvin & Associates Page 2 198 1 268 10 5 26 271 521 10 21 807 105 1 31 24 1 31 24 2 24 04 3 25 04 3 25 04 4 5 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 19th Ave & Burke St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Burke Street Analysis Year 2018 North/South Street Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 0 1 2 0 0 0 2 0 Configuration R L T T TR Volume, V (veh/h)10 16 555 1110 39 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Yes No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 4.1 Critical Headway (sec)6.90 4.10 Base Follow-Up Headway (sec)3.3 2.2 Follow-Up Headway (sec)3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11 17 Capacity, c (veh/h)427 559 v/c Ratio 0.03 0.03 95% Queue Length, Q₉₅ (veh)0.1 0.1 Control Delay (s/veh)13.6 11.6 Level of Service, LOS B B Approach Delay (s/veh)13.6 0.3 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:28:11 PMN 19th & Burke AM Exist Plus.xtw HCM Analysis Summary 2018 Plus Phase 1 R Marvin Peak AM Analysis Duration: 15 mins. Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th AM Exist Plus 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 4 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 T 12.0 R 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 T 3 R 3 44 0.93 1 5 0.93 1 201 0.93 1 5 0.93 1 1 0.93 1 21 0.93 1 99 0.93 1 450 0.93 3 6 0.93 1 51 0.93 1 991 0.93 3 38 0.93 1 85 5 0 0 --- --- 10 5 0 0 --- --- 0 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 R LTP LTP L L LTP LTP 0 8.0 4.0 1.0 28.0 4.0 1.5 10.0 4.0 1.0 48.0 4.0 1.5 Actuated 115.0 Sec 21.0 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 401 0.000 0.291 32.9 C * Lpro 124 0.026 0.070 L 0.090 24.2 C * TR 390 0.081 0.243 TR 0.333 36.0 D WB Lper 294 0.000 0.291 30.6 C Lpro 124 0.003 0.070 L 0.012 23.8 C TR 392 0.008 0.243 TR 0.033 33.2 C NB Lper 102 0.000 0.465 23.1 C * Lpro 155 0.059 0.087 L 0.412 22.2 C TR 1460 0.140 0.417 TR 0.336 23.3 C SB Lper 327 0.000 0.465 29.8 C Lpro 155 0.031 0.087 L 0.114 13.0 B * T 1463 0.304 0.417 T 0.729 31.3 C R 844 0.022 0.530 R 0.041 13.1 B Intersection: Delay = 28.1sec/veh Int. LOS=C Xc= 0.58 * Critical Lane Group (v/s)Crit= 0.47 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2018 Plus Phase 1 R Marvin Peak AM Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 7.9 0.0 TR 2 / 3 12.3 0.0 All 10.9 0.0 WB L 1 / 1 3.9 0.0 TR 1 / 1 14.6 0.0 All 6.7 0.0 NB L 3 / 6 8.4 0.0 TR 5 / 6 11.0 0.0 All 10.4 0.0 SB L 1 / 2 13.5 0.0 T 10 / 12 10.7 0.0 R 1 / 1 20.8 0.0 All 11.0 0.0 Intersect. 10.8 SIG/Cinema v3.08 Marvin & Associates Page 2 44 5 201 5 1 21 99 450 6 51 991 38 1 8 14 1 8 14 1 8 14 2 28 24 2 28 24 3 10 14 3 10 14 4 47 24 4 47 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Access B Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/25/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Site Access B Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)16 175 51 14 16 10 Percent Heavy Vehicles (%)0 0 0 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)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)17 28 Capacity, c (veh/h)1544 798 v/c Ratio 0.01 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.1 Control Delay (s/veh)7.4 9.7 Level of Service, LOS A A Approach Delay (s/veh)0.6 9.7 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:36:06 PMCattail & Site Access B AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Avenue & Catron St Agency/Co.Marvin & Assocciates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2018 North/South Street N 27th Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)2 97 19 21 127 66 24 51 22 38 53 3 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 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)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 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)125 227 26 40 Capacity, c (veh/h)635 674 1537 1514 v/c Ratio 0.20 0.34 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.7 1.5 0.1 0.1 Control Delay (s/veh)12.0 13.0 7.4 7.4 Level of Service, LOS B B A A Approach Delay (s/veh)12.0 13.0 2.0 3.1 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 11:55:09 AMN 27th & Catron PM Existing Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Ave & Cattail St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street N 27TH Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 63 74 89 75 17 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)89 84 Capacity, c (veh/h)849 1487 v/c Ratio 0.10 0.06 95% Queue Length, Q₉₅ (veh)0.4 0.2 Control Delay (s/veh)9.7 7.6 Level of Service, LOS A A Approach Delay (s/veh)9.7 3.7 Approach LOS A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 11:50:50 AMN 27th & Cattail PM Existing Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Catron St & Max Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 1 0 0 1 0 Configuration LTR LT R LTR LTR Volume, V (veh/h)5 140 44 71 149 168 40 46 130 127 75 16 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 82 248 250 Capacity, c (veh/h)1206 1371 497 321 v/c Ratio 0.00 0.06 0.50 0.78 95% Queue Length, Q₉₅ (veh)0.0 0.2 2.7 6.2 Control Delay (s/veh)8.0 7.8 19.3 46.4 Level of Service, LOS A A C E Approach Delay (s/veh)0.3 1.7 19.3 46.4 Approach LOS C E Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:01:55 PMCatron & Max PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Max Ave & Lot 12 A Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Lot 12 A Access Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)10 172 180 149 172 33 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)202 200 Capacity, c (veh/h)758 1340 v/c Ratio 0.27 0.15 95% Queue Length, Q₉₅ (veh)1.1 0.5 Control Delay (s/veh)11.5 8.2 Level of Service, LOS B A Approach Delay (s/veh)11.5 5.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:08:06 PMMAx Avenu Lot 12 A Access PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume, V (veh/h)21 160 2 1 201 294 7 10 5 305 12 27 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 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 Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 1 23 362 Capacity, c (veh/h)977 1140 496 524 v/c Ratio 0.02 0.00 0.05 0.69 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.1 5.3 Control Delay (s/veh)8.8 8.2 12.6 25.9 Level of Service, LOS A A B D Approach Delay (s/veh)1.0 0.0 12.6 25.9 Approach LOS B D Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:48:00 PMCattail & Max PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Valley Center & Catron Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/21/2017 East/West Street Catron Street Analysis Year 2018 North/South Street Valley Center Drive Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 1 0 0 0 0 1 1 0 0 0 1 0 Configuration L R L T TR Volume, V (veh/h)57 336 337 102 102 45 Percent Heavy Vehicles (%)0 1 1 Proportion Time Blocked 0.400 0.200 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)7.1 6.2 4.1 Critical Headway (sec)6.40 6.21 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)62 365 366 Capacity, c (veh/h)261 870 1303 v/c Ratio 0.24 0.42 0.28 95% Queue Length, Q₉₅ (veh)0.9 2.1 1.2 Control Delay (s/veh)23.0 12.1 8.8 Level of Service, LOS C B A Approach Delay (s/veh)13.7 6.8 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:25:48 PMValley Center & Catron PM Exist Plus.xtw HCM Analysis Summary 2018 Plus Phase 1 R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Exist Plus 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 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 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) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 200 0.92 1 0 0.92 1 291 0.92 2 5 0.92 1 5 0.92 1 25 0.92 4 265 0.92 1 963 0.92 2 15 0.92 1 25 0.92 4 636 0.92 2 261 0.92 1 160 0 0 0 --- --- 0 0 0 0 --- --- 0 0 0 0 --- --- 120 0 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 TP TP LTP 0 35.0 3.5 1.5 24.0 4.0 0.0 25.0 4.0 0.0 8.0 3.5 1.5 Actuated 110.0 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 * LT 450 0.154 0.318 LT 0.482 30.5 C 29.6 C R 504 0.090 0.318 R 0.282 28.2 C WB LT 543 0.006 0.318 LT 0.018 25.7 C 26.0 C R 494 0.017 0.318 R 0.055 26.0 C NB L 756 0.083 0.218 L 0.381 36.8 D 25.8 C * TR 1701 0.301 0.482 TR 0.625 22.9 C SB * L 126 0.016 0.073 L 0.214 48.4 D 30.5 C T 1190 0.195 0.336 T 0.581 30.6 C R 538 0.096 0.336 R 0.284 26.9 C Intersection: Delay = 27.9sec/veh Int. LOS=C Xc= 0.54 * Critical Lane Group (v/s)Crit= 0.47 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2018 Plus Phase 1 R Marvin Peak PM Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LT 6 / 7 9.8 0.0 R 3 / 5 18.5 0.0 All 12.8 0.0 WB LT 1 / 1 10.5 0.0 R 0 / 1 14.8 0.0 All 12.3 0.0 NB L 4 / 5 8.5 0.0 TR 8 / 10 11.4 0.0 All 10.7 0.0 SB L 1 / 3 5.2 0.0 T 7 / 9 10.3 0.0 R 2 / 3 22.2 0.0 All 11.3 0.0 Intersect. 11.2 SIG/Cinema v3.08 Marvin & Associates Page 2 200 0 291 5 5 25 265 963 15 25 636 261 1 34 24 1 34 24 2 24 04 3 25 04 3 25 04 4 7 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 19th Ave & Burke St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Burke Street Analysis Year 2018 North/South Street Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.96 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 0 1 2 0 0 0 2 0 Configuration R L T T TR Volume, V (veh/h)87 158 1243 907 86 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Yes No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 4.1 Critical Headway (sec)6.90 4.10 Base Follow-Up Headway (sec)3.3 2.2 Follow-Up Headway (sec)3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)91 165 Capacity, c (veh/h)502 673 v/c Ratio 0.18 0.25 95% Queue Length, Q₉₅ (veh)0.7 1.0 Control Delay (s/veh)13.7 12.1 Level of Service, LOS B B Approach Delay (s/veh)13.7 1.4 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:30:16 PMN 19th & Burke PM Exist Plus.xtw HCM Analysis Summary 2018 Plus Phase 1 R Marvin Peak PM Analysis Duration: 15 mins. Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Exist Plus 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 4 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 T 12.0 R 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 T 3 R 3 130 0.93 1 5 0.93 1 355 0.93 1 10 0.93 1 15 0.93 1 57 0.93 1 425 0.93 1 1290 0.93 3 6 0.93 1 14 0.93 1 843 0.93 3 80 0.93 1 170 5 0 0 --- --- 30 5 0 0 --- --- 0 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 L L R LTP LTP L L LTP LTP 0 8.0 4.0 1.0 22.0 4.0 1.5 20.0 4.0 1.0 50.0 4.0 1.5 Actuated 121.0 Sec 15.5 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 281 0.018 0.227 44.8 D * Lpro 118 0.066 0.066 L 0.351 33.0 C * TR 290 0.128 0.182 TR 0.703 52.8 D WB Lper 145 0.000 0.227 39.6 D Lpro 118 0.006 0.066 L 0.042 31.1 C TR 307 0.027 0.182 TR 0.147 41.7 D NB * Lper 146 0.508 0.459 58.0 E * Lpro 295 0.165 0.165 L 1.036 79.7 E TR 1447 0.398 0.413 TR 0.963 50.9 D SB Lper 62 0.000 0.459 29.1 C Lpro 295 0.008 0.165 L 0.042 18.8 B T 1448 0.258 0.413 T 0.626 30.1 C R 828 0.034 0.521 R 0.065 14.5 B Intersection: Delay = 47.5sec/veh Int. LOS=D Xc= 0.99 * Critical Lane Group (v/s)Crit= 0.87 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results 2018 Plus Phase 1 R Marvin Peak PM Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 7 4.7 0.0 TR 6 / 8 7.9 0.0 All 6.5 0.0 WB L 0 / 1 5.9 0.0 TR 2 / 2 7.1 0.0 All 6.9 0.0 NB L 19 / 24 2.6 2.4 TR 16 / 19 8.0 0.0 All 5.6 2.4 SB L 1 / 2 15.6 0.0 T 10 / 12 9.4 0.0 R 1 / 2 17.2 0.0 All 9.7 0.0 Intersect. 6.6 SIG/Cinema v3.08 Marvin & Associates Page 2 130 5 355 10 15 57 425 1290 6 14 843 80 1 8 14 1 8 14 1 8 14 2 22 24 2 22 24 3 20 14 3 20 14 4 49 24 4 49 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Access B Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/25/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Site Access B Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)41 120 190 45 63 41 Percent Heavy Vehicles (%)0 0 0 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)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 113 Capacity, c (veh/h)1321 679 v/c Ratio 0.03 0.17 95% Queue Length, Q₉₅ (veh)0.1 0.6 Control Delay (s/veh)7.8 11.4 Level of Service, LOS A B Approach Delay (s/veh)2.0 11.4 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 12:38:11 PMCattail & Site Access B PM Exist Plus.xtw APPENDIX B-3 Future Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Avenue & Catron St Agency/Co.Marvin & Assocciates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2032 North/South Street N 27th Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)2 97 22 21 127 74 24 56 35 38 62 3 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 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)7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 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)128 236 26 40 Capacity, c (veh/h)618 662 1524 1489 v/c Ratio 0.21 0.36 0.02 0.03 95% Queue Length, Q₉₅ (veh)0.8 1.6 0.1 0.1 Control Delay (s/veh)12.3 13.4 7.4 7.5 Level of Service, LOS B B A A Approach Delay (s/veh)12.3 13.4 1.7 2.9 Approach LOS B B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:45:03 PMN 27th & Catron PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 27th Ave & Cattail St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street N 27TH Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.88 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)16 90 120 104 89 18 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)120 136 Capacity, c (veh/h)810 1466 v/c Ratio 0.15 0.09 95% Queue Length, Q₉₅ (veh)0.5 0.3 Control Delay (s/veh)10.2 7.7 Level of Service, LOS B A Approach Delay (s/veh)10.2 4.5 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:48:18 PMN 27th & Cattail PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Catron St & Max Ave Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Catron Street Analysis Year 2032 North/South Street Max Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 0 1 0 0 1 0 Configuration LTR LT R LTR LTR Volume, V (veh/h)5 148 44 74 157 168 40 46 133 127 75 16 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)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)6 85 252 250 Capacity, c (veh/h)1197 1360 484 306 v/c Ratio 0.01 0.06 0.52 0.82 95% Queue Length, Q₉₅ (veh)0.0 0.2 3.0 6.8 Control Delay (s/veh)8.0 7.8 20.2 53.3 Level of Service, LOS A A C F Approach Delay (s/veh)0.3 1.7 20.2 53.3 Approach LOS C F Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:50:53 PMCatron & Max PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Max Ave & Lot 12 A Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Lot 12 A Access Analysis Year 2032 North/South Street Max Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)13 227 221 161 172 46 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)266 246 Capacity, c (veh/h)734 1325 v/c Ratio 0.36 0.19 95% Queue Length, Q₉₅ (veh)1.7 0.7 Control Delay (s/veh)12.7 8.3 Level of Service, LOS B A Approach Delay (s/veh)12.7 5.5 Approach LOS B Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:53:42 PMMAx Avenu Lot 12 A Access PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2032 North/South Street Max Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume, V (veh/h)21 198 13 1 254 328 19 33 93 353 26 27 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 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 Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 1 153 427 Capacity, c (veh/h)955 1140 537 441 v/c Ratio 0.02 0.00 0.28 0.97 95% Queue Length, Q₉₅ (veh)0.1 0.0 1.2 11.8 Control Delay (s/veh)8.9 8.2 14.3 65.8 Level of Service, LOS A A B F Approach Delay (s/veh)0.8 0.0 14.3 65.8 Approach LOS B F Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:56:39 PMCattail & Max PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Valley Center & Catron Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/21/2017 East/West Street Catron Street Analysis Year 2032 North/South Street Valley Center Drive Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 1 0 0 0 0 1 1 0 0 0 1 0 Configuration L R L T TR Volume, V (veh/h)60 344 345 131 128 48 Percent Heavy Vehicles (%)0 1 1 Proportion Time Blocked 0.400 0.200 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)7.1 6.2 4.1 Critical Headway (sec)6.40 6.21 4.11 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.50 3.31 2.21 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)65 374 375 Capacity, c (veh/h)241 870 1303 v/c Ratio 0.27 0.43 0.29 95% Queue Length, Q₉₅ (veh)1.1 2.2 1.2 Control Delay (s/veh)25.3 12.2 8.9 Level of Service, LOS D B A Approach Delay (s/veh)14.2 6.4 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 2:59:13 PMValley Center & Catron PM Exist Plus.xtw HCM Analysis Summary Future Plus Phase 1&2 R Marvin Peak PM Analysis Duration: 15 mins. Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Future Plus 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 2 4 2 4 2 LT 12.0 LT 12.0 L 12.0 L 12.0 R 12.0 R 12.0 L 12.0 T 12.0 T 12.0 T 12.0 TR 12.0 R 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) LT 3 R 3 LT 3 R 3 L 3 TR 3 L 3 T 3 R 3 225 0.92 1 0 0.92 1 318 0.92 2 5 0.92 1 5 0.92 1 25 0.92 4 282 0.92 1 1021 0.92 2 15 0.92 1 25 0.92 4 760 0.92 2 288 0.92 1 160 0 0 0 --- --- 0 0 0 0 --- --- 0 0 0 0 --- --- 140 0 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 TP TP LTP 0 35.0 3.5 1.5 24.0 4.0 0.0 25.0 4.0 0.0 8.0 3.5 1.5 Actuated 110.0 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 * LT 450 0.173 0.318 LT 0.544 31.7 C 30.5 C R 504 0.109 0.318 R 0.341 28.8 C WB LT 540 0.006 0.318 LT 0.019 25.7 C 26.0 C R 494 0.017 0.318 R 0.055 26.0 C NB L 756 0.089 0.218 L 0.406 37.0 D 26.6 C * TR 1702 0.319 0.482 TR 0.662 23.7 C SB * L 126 0.016 0.073 L 0.214 48.4 D 32.5 C T 1190 0.233 0.336 T 0.694 33.1 C R 538 0.101 0.336 R 0.299 27.0 C Intersection: Delay = 29.2sec/veh Int. LOS=C Xc= 0.58 * Critical Lane Group (v/s)Crit= 0.51 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Phase 1&2 R Marvin Peak PM Valley Center/N 19th Avenue 11/20/17 Case: Valley Center N 19th PM Future Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB LT 8 / 11 8.3 0.0 R 3 / 4 18.2 0.0 All 11.3 0.0 WB LT 1 / 1 10.5 0.0 R 0 / 1 14.8 0.0 All 12.3 0.0 NB L 4 / 5 8.3 0.0 TR 9 / 11 11.6 0.0 All 10.7 0.0 SB L 1 / 3 4.1 0.0 T 9 / 12 9.7 0.0 R 2 / 3 20.8 0.0 All 10.3 0.0 Intersect. 10.7 SIG/Cinema v3.08 Marvin & Associates Page 2 225 0 318 5 5 25 282 1021 15 25 760 288 1 34 24 1 34 24 2 24 04 3 25 04 3 25 04 4 7 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection N 19th Ave & Burke St Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Burke Street Analysis Year 2032 North/South Street Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.96 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 0 0 1 2 0 0 0 2 0 Configuration R L T T TR Volume, V (veh/h)87 158 1311 1000 96 Percent Heavy Vehicles (%)0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Yes No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)6.9 4.1 Critical Headway (sec)6.90 4.10 Base Follow-Up Headway (sec)3.3 2.2 Follow-Up Headway (sec)3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)91 165 Capacity, c (veh/h)463 614 v/c Ratio 0.20 0.27 95% Queue Length, Q₉₅ (veh)0.7 1.1 Control Delay (s/veh)14.7 13.0 Level of Service, LOS B B Approach Delay (s/veh)14.7 1.4 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/25/2017 3:01:50 PMN 19th & Burke PM Future Plus.xtw HCM Analysis Summary Future Plus Phase 1&2 R Marvin Peak PM Analysis Duration: 15 mins. Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Future Plus Full 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 4 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 T 12.0 R 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 T 3 R 3 254 0.93 1 5 0.93 1 403 0.93 1 10 0.93 1 15 0.93 1 57 0.93 1 486 0.93 1 1262 0.93 3 6 0.93 1 14 0.93 1 891 0.93 3 115 0.93 1 170 5 0 0 --- --- 30 5 0 0 --- --- 0 5 0 0 --- --- 50 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 R LTP LTP L L LTP LTP 0 8.0 4.0 1.0 22.0 4.0 1.5 20.0 4.0 1.0 50.0 4.0 1.5 Actuated 121.0 Sec 15.5 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 281 0.125 0.227 57.0 E * Lpro 118 0.066 0.066 L 0.684 41.2 D * TR 289 0.161 0.182 TR 0.886 73.8 E WB Lper 103 0.000 0.227 39.7 D Lpro 118 0.006 0.066 L 0.050 31.6 C TR 307 0.027 0.182 TR 0.147 41.7 D NB * Lper 129 0.809 0.459 76.8 E * Lpro 295 0.165 0.165 L 1.233 153.4 F TR 1447 0.389 0.413 TR 0.942 47.5 D SB Lper 62 0.000 0.459 29.8 C Lpro 295 0.008 0.165 L 0.042 18.2 B T 1448 0.273 0.413 T 0.662 31.1 C R 828 0.044 0.521 R 0.085 14.7 B Intersection: Delay = 59.3sec/veh Int. LOS=E Xc= 1.38 * Critical Lane Group (v/s)Crit= 1.20 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Phase 1&2 R Marvin Peak PM Cattail St/N 19th Ave 11/20/17 Case: Cattail 19th PM Future Plus Full App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 9 / 12 4.5 0.0 TR 6 / 9 7.8 0.0 All 5.8 0.0 WB L 0 / 1 5.7 0.0 TR 2 / 2 7.4 0.0 All 7.2 0.0 NB L 27 / 30 1.8 53.6 TR 16 / 22 6.5 40.7 All 4.3 53.6 SB L 1 / 1 12.9 0.0 T 10 / 13 10.1 0.0 R 2 / 3 12.0 0.0 All 10.3 0.0 Intersect. 5.6 SIG/Cinema v3.08 Marvin & Associates Page 2 254 5 403 10 15 57 486 1262 6 14 891 115 1 8 14 1 8 14 1 8 14 2 22 24 2 22 24 3 20 14 3 20 14 4 49 24 4 49 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Access B Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/25/2017 East/West Street Cattail Street Analysis Year 2032 North/South Street Site Access B Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)55 146 233 67 86 57 Percent Heavy Vehicles (%)0 0 0 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)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 155 Capacity, c (veh/h)1245 616 v/c Ratio 0.05 0.25 95% Queue Length, Q₉₅ (veh)0.2 1.0 Control Delay (s/veh)8.0 12.8 Level of Service, LOS A B Approach Delay (s/veh)2.2 12.8 Approach LOS B Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/25/2017 3:04:35 PMCattail & Site Access B PM Future Plus.xtw APPENDIX B-4 Mitigation Concept Capacity Calculations HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Max Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume, V (veh/h)21 205 2 1 201 294 7 10 5 220 12 27 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 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 Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 1 23 273 Capacity, c (veh/h)977 1140 467 526 v/c Ratio 0.02 0.00 0.05 0.52 95% Queue Length, Q₉₅ (veh)0.1 0.0 0.2 3.0 Control Delay (s/veh)8.8 8.2 13.1 19.0 Level of Service, LOS A A B C Approach Delay (s/veh)0.8 0.0 13.1 19.0 Approach LOS B C Copyright © 2017 University of Florida. 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HCS7™ TWSC Version 7.3 Generated: 11/27/2017 6:58:04 PMCattail & Max PM Exist Plus Redist A to B 50%.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Access B Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/25/2017 East/West Street Cattail Street Analysis Year 2018 North/South Street Site Access B Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)41 120 190 45 148 41 Percent Heavy Vehicles (%)0 0 0 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)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)45 206 Capacity, c (veh/h)1321 647 v/c Ratio 0.03 0.32 95% Queue Length, Q₉₅ (veh)0.1 1.4 Control Delay (s/veh)7.8 13.1 Level of Service, LOS A B Approach Delay (s/veh)2.0 13.1 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/27/2017 7:00:47 PMCattail & Site Access B PM Exist Plus Redist A to B 50%.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Max Avenue Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/20/2017 East/West Street Cattail Street Analysis Year 2032 North/South Street Max Avenue Time Analyzed Peak PM Future Plus Full Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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 1 1 0 0 1 0 0 1 0 Configuration L TR L TR LTR LTR Volume, V (veh/h)21 312 13 1 254 328 19 33 93 239 26 27 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 Proportion Time Blocked 0.400 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 Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.10 4.10 7.10 6.50 6.20 7.10 6.50 6.20 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)2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)22 1 153 307 Capacity, c (veh/h)955 1140 462 384 v/c Ratio 0.02 0.00 0.33 0.80 95% Queue Length, Q₉₅ (veh)0.1 0.0 1.4 7.0 Control Delay (s/veh)8.9 8.2 16.6 42.9 Level of Service, LOS A A C E Approach Delay (s/veh)0.5 0.0 16.6 42.9 Approach LOS C E Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/28/2017 12:11:53 PMCattail & Max PM Future Plus Redist 50%.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Cattail & Access B Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 11/25/2017 East/West Street Cattail Street Analysis Year 2032 North/South Street Site Access B Time Analyzed Peak PM Future 50% Redist Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gallatin Center Lot 12 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)55 146 233 67 200 57 Percent Heavy Vehicles (%)0 0 0 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)4.10 6.40 6.20 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 279 Capacity, c (veh/h)1245 585 v/c Ratio 0.05 0.48 95% Queue Length, Q₉₅ (veh)0.2 2.6 Control Delay (s/veh)8.0 16.7 Level of Service, LOS A C Approach Delay (s/veh)2.2 16.7 Approach LOS C Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 11/28/2017 12:15:51 PMCattail & Site Access B PM Future 50% Redist A to B.xtw HCM Analysis Summary Future Mtigation Concept R Marvin Peak PM Hour Analysis Duration: 15 mins. Cattail Street/Max Avenue 11/26/2017 Case: Cattaill & Max PM Future Mitigate 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 21 0.95 0 198 0.95 0 13 0.95 0 1 0.95 0 254 0.95 0 328 0.95 0 19 0.95 0 33 0.95 0 93 0.95 0 353 0.95 0 26 0.95 0 27 0.95 0 1 5 0 0 --- --- 75 5 0 0 --- --- 30 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 32.0 3.5 1.5 31.0 3.5 1.5 Actuated 73.0 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 239 0.040 0.438 L 0.092 12.1 B 13.0 B TR 825 0.117 0.438 TR 0.268 13.1 B WB L 502 0.001 0.438 L 0.002 11.5 B 18.8 B * TR 768 0.304 0.438 TR 0.694 18.8 B NB LTR 681 0.075 0.425 LTR 0.178 13.1 B 13.1 B SB * LTR 536 0.334 0.425 LTR 0.787 25.2 C 25.2 C Intersection: Delay = 19.3sec/veh Int. LOS=B Xc= 0.74 * Critical Lane Group (v/s)Crit= 0.64 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Mtigation Concept R Marvin Peak PM Hour Cattail Street/Max Avenue 11/26/2017 Case: Cattaill & Max PM Future Mitigate App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 0 / 1 15.1 0.0 TR 3 / 4 14.1 0.0 All 14.2 0.0 WB L 0 / 0 0.0 0.0 TR 6 / 8 16.6 0.0 All 16.6 0.0 NB LTR 1 / 2 18.5 0.0 All 18.5 0.0 SB LTR 5 / 6 13.1 0.0 All 13.1 0.0 Intersect. 15.1 SIG/Cinema v3.08 Marvin & Associates Page 2 21 198 13 1 254 328 19 33 93 353 26 27 1 31 24 1 31 24 2 30 24 2 30 24 APPENDIX C Turn Lane Warrants