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HomeMy WebLinkAbout19 - Traffic Impact Study - Nexus Point & Graf Street ApartmentsTRAFFIC IMPACT STUDY REPORT for NEXUS POINT & GRAF STREET APARTMENTS Bozeman, Montana Prepared for Madison Engineering Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 December 3, 2019 TRAFFIC IMPACT STUDY REPORT for NEXUS POINT & GRAF STREET APARTMENTS Bozeman, Montana Prepared for Madison Engineering Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 December 3, 2019 P.T.O.E. # 259 i TABLE OF CONTENTS PAGE INTRODUCTION 1 PROPOSED SITE DEVELOPMENT 1 EXISTING CONDITIONS 3 Streets & Intersections 3 Existing Traffic Volumes 6 Speeds 6 Existing Capacity 8 DEVELOPMENT TRAFFIC PROJECTIONS 9 Trip Generation 9 Trip Distribution 11 Site Traffic Assignment 14 Traffic Redistribution 16 TRAFFIC IMPACTS 16 Existing Plus Development Traffic Volumes 16 Existing Plus Site Traffic Capacity 18 Future Traffic Assignment 19 Future Traffic Volumes 21 Future Capacity 23 CONCLUSIONS 24 APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS ii LIST OF TABLES PAGE Table 1. Existing Peak AM & PM Hour Capacity Analysis Summary 8 Table 2. Nexus Point & Graf Street Apartments Trip Generation 10 Table 3. Existing Plus Site Peak Am & PM Capacity Analysis Summary 19 Table 4. Future Year 2038 AM & PM Hour Capacity Analysis Summary 23 LIST OF FIGURES PAGE Figure 1. Site Location & Study Intersections 2 Figure 2. 2019 Traffic Volume Counts 7 Figure 3. Initial & Future Trip Distribution 12 Figure 4. Full Development Traffic Volume Assignments on Existing Street System 15 Figure 5. Full Development Traffic Plus Existing Street System Volumes 17 Figure 6. Full Development Traffic Volume Assignments on Future Street System 20 Figure 7. Future Traffic with Study Site Development an All In-process Developments Year 2038 22 Nexus Point & Graf Street Apartments Traffic Impact Study MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 1 INTRODUCTION The following narratives serve as a summary report of operational impacts that could be associated with the proposed Nexus Point and Graf Street Apartments development. The narratives, figures, and appendix encompass all of the intersections that would potentially be impacted by these developments. Since Nexus Point and Graf Street Apartments developments are adjacent to each other and share accesses to the surrounding street system, this traffic impact study (TIS) addresses impacts of both developments combined. PROPOSED SITE DEVELOPMENT The Graf Street Apartments development is located in the northwest corner of the S 19th Avenue and Graf Street intersection (see Figure 1). The Nexus Point development is located immediately north of the Graf Street Apartments development and extends north to the Genesis Subdivision, south of Stucky Road. Developed property within the Meadow Creek Subdivision exists on the western boundary of the two developments. The Nexus Point development will accommodate 120 apartments in the first Phase of development and 120 apartments, with approximately 16,000 of office space, in Phase 2 of planned development. The Graf Street Apartments development would accommodate 198 apartments in the initial development phase and 262 apartments in Phase 2, at some future date. When fully occupied, the two properties would have 700 apartments and 16,000 sf of office space. Three internal streets would be constructed as part of the development infrastructure, as shown in Figure 1. The developments would have two main accesses to the street system. One on S 19th Avenue at the future extension of Arnold Street from S 11th Avenue to S 19th Avenue and one on Graf Street. Two minor accesses would be created via local street connections on the west side of the developments. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 2 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 3 This Traffic Impact Study (TIS) addresses potential impacts associated with full development of the Nexus Point & Graf Street Apartments developments and includes all arterial and collector street intersections within a 0.5-mile radius of the development. Those intersections Include S 19th Avenue intersections with Kagy Boulevard, Stucky Road, and Graf Street, along with S 11th Avenue, and S 27th Avenue intersections with Graf Street. EXISTING CONDITIONS Streets & Intersections South 19th Avenue is a Principal Arterial north-south oriented roadway that begins at an intersection with Cottonwood Road, approximately 6 miles south of Graf Street, and continues north approximately 4.5 miles to an interchange with Interstate 90. South 19th Avenue has variable pavement widths and varying speed zones along its length. At its intersection with Graf Street, it is approximately 62’ wide and has two southbound through lanes; two northbound through lanes; and auxiliary northbound and southbound left-turn lanes. An extension of Graf Street from S 19th Avenue to S 3rd Avenue along with traffic signal modifications were recently constructed at S 19th Avenue & Graf Street intersection. North of Graf Street, South 19th Avenue transitions to a two lane road section and then transitions back to a wider section at S 19th Avenue’s intersection with Stucky Road, approximately 0.5 miles north of Graf Street. The intersection of Stucky Road and South 19th Avenue is similar to the Graf Street intersection except that there is only one southbound through lane on the departure side of the intersection and there are no curb and gutter sections along South 19th Avenue. The traffic signal at Stucky Road and South 19th Avenue is fully operational and provides two signal phases for the “T” type intersection. A project to extend Campus Boulevard from S 11th Avenue to S 19th Avenue is planned to be constructed in the summer of 2019 as part of the South University MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 4 District Block 5 development. That project will include pavement widening on the east side of S 19th Avenue, which will complete the east side portion of the future 5-lane roadway section and signal modifications will be made to accommodate the addition of the Campus Boulevard extension. Improvements associated with the Nexus Point and Graf Street Apartments development involves construction of the west side of S 19th Avenue from Graf Street north to the end of the adjacent study property. Graf Street and Stucky Road are both classified as Collector streets within the Urban Transportation Plan. They both provide access to residential and institutional developments west of South 19th Avenue. Both of the intersections have two approach lanes at their intersections with South 19th Avenue. Graf Street is approximately 50’ wide and accommodates a single lane of traffic in each direction with bike lanes and parking on both sides of the street. Stucky Road is approximately 40’ wide at its intersection with South 19th Avenue and tapers back to a width of approximately 28’ west of the intersection. Future improvements to Stucky Road are within Bozeman’s CIP and would include widening west of S 19th Avenue. Kagy Boulevard is currently a three lane street with bike lanes in both directions. Kagy Boulevard extends from a termini point just west of S. 19th Avenue, past the MSU campus, to rural areas east of Bozeman. Improvements to Kagy Boulevard are currently under design by the Montana Department of Transportation (MDT) and construction is slated to begin in the year 2021 or 2022. The proposed improvements include a five lane street section with dual lane roundabouts at three intersections east of S 19th Avenue. Design hour traffic was incorporated into planning of the construction project and already includes total development of the Nexus Point & Graf Street developments as well as all other platted and potential developments that could exist in the design year of 2038. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 5 South 11th Avenue extends from a point south of Graf Street, thru the MSU campus, to an intersection with Durston Road. South of Kagy Boulevard, it currently operates with one lane for each direction of travel, a center turn lane, and bikes lanes on either side. At its intersection with Kagy Boulevard, it accommodates a separate left-turn lane and a thru/right-turn lane on the northbound and southbound approaches. The eastbound and westbound approaches to that intersection have the same lane configuration and the traffic signal utilizes protected/permissive signal phasing for eastbound left-turns on Kagy Boulevard. Graf Street is a collector street that begins approximately one mile west of S 19th Avenue and extends east to its intersection with S 3rd Avenue. The portion of Graf Street between S 19th Avenue and S 11th Avenue was constructed approximately 2-years ago and has two thru traffic lanes and a center turn lane available to accommodate future development along its length. A single lane roundabout controls traffic at its intersection with S 11th Avenue. Arnold Street is an east-west residential street that begins just east of S. 3rd Avenue and terminates at barricades approximately 0.3 miles west of S. 3rd Avenue adjacent to an elementary school. The site improvements for Allison Subdivision would extend Arnold Street from the east to S 11th Avenue. Future development between S 11th Avenue and S 19th Avenue will eventually extend Arnold Street to the west, intersecting S 19th Avenue at the Arnold Street access to the Nexus Point development. S 27th Avenue does not currently exist north of Graf Street, but a portion of it will be constructed as part of the Gran Cielo Subdivision development improvements in the summer of 2019. Future developments north of Gran Cielo will complete a connection between Graf Street and Stucky Road that will eventually became part of the S 27th Avenue collector street. Graf Street will also be extended to the west along the southern boundary of Gran Cielo Subdivision. These improvements will create a new 4-legged intersection. At the present time, the MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 6 intersection of Graf Street and S 27th Avenue has 2-legs and operates as a sharp horizontal curve in the roadway. Existing Traffic Volumes Mio-vision video traffic counters were used to count traffic at all of the potentially impacted intersections in 2018 and 2019 (see Appendix A). Even though 2018 traffic counts for most of the Intersections were available, the extension of S11th Avenue from Graf to Kagy was not open until late summer of 2018, after traffic counts were completed. In comparing the 2019 counts to the 2018 counts, it could be seen that there was a significant traffic shift created by the S 11th Avenue extension, at all of the intersections, with less traffic on Kagy Boulevard and more traffic on Graf Street and S 11th Avenue. All of the counts were balanced to account for variations attributed to different count days and months. Figure 2 illustrates traffic counts that represent the existing (2019) am and PM hour volumes that were used as the baseline for capacity calculations within this study. Also shown in Figure 2, are the Average Weekday Traffic (AWT) volumes that were calculated using the percentage variations that were extracted from earlier 24 hour counting periods. Pedestrian volumes for each intersection having any significant pedestrian activity are also noted in Figure 2. Even though bicycle traffic was noted during the counting periods, it was not significant enough to factor into the analysis. Speeds Speed data was also collected with the electronic counters, specifically on South 19th Avenue north of Graf Street. Appendix B contains the statistical analysis of speed data for that location. It was determined from the speed statistics that the southbound traffic had an 85th percentile speed of approximately 54 miles per hour (mph) which was identical to the 85th percentile speed of 54 mph in the northbound direction. The posted speed limit of 50 mph appears to be in an acceptable range of 85th percentile speeds. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 7 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 8 Existing Capacity Capacity calculations were completed for the four of the study intersections. Table 1 summarizes the results of those calculations using Delay, Level-of- service (LOS), and Vehicle Queue projections as Measures of Effectiveness (MOE). Capacity calculations can be found in Appendix C of this report. All intersections currently operate at LOS “C” or better. Only one intersection approach operates below LOS “C”. The eastbound approach to S 19th Avenue and Kagy Boulevard operate at LOS “D” in the peak am hour. This approach lane only accommodates 33 vehicles during that hour of the day. Delay Max Delay Max Delay Max Delay Max Delay (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Kagy Boulevard & S 19th Avenue AM Hour 47.0 D 1 28.7 C 9 30.9 C 9 28.1 C 15 29.6 C Kagy Boulevard & S 19th Avenue PM Hour 45.8 B 3 20.7 C 6 27.3 C 6 23.3 C 9 24.7 C S19th Avenue & Stucky Road AM Hour 20.5 C 5 18.0 B 8 19.5 B 6 18.9 B S19th Avenue & Stucky Road PM Hour 23.5 C 6 12.3 B 6 30.2 C 14 23.9 C S19th Avenue & Graf Street AM Hour 20.3 C 2 23.3 C 4 18.5 B 5 11.5 B 3 17.7 B S19th Avenue & Graf Street PM Hour 20.9 C 2 23.3 C 4 17.2 B 3 15.9 B 6 17.3 B Graf Street & S 11th Avenue AM Hour 5.1 A 2 5.7 A 2 5.3 A 1 4.3 A 1 5.3 A Graf Street & S 11th Avenue PM Hour 4.5 A 1 3.9 A 1 3.9 A 1 4.3 A 1 4.2 A Intersection Table 1 Existing Peak AM & PM Hour Capacity Analysis Summary EB WB Intersection NB SB MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 9 DEVELOPMENT TRAFFIC PROJECTIONS Trip Generation The proposed development of Nexus Point & Graf Street Apartments development includes a mixture of apartments and general office buildings. Approximately 700 apartment units and 16,000 square feet of office space comprise the development plans. The current ITE Trip Generation Report is Edition 10, which has a number of apartment land use codes. After careful review of apartments characteristics, it was determined that ITE Land Use Code 221 “Mid-rise Apartments” would best represent the proposed apartment being planned in the Nexus Point and Graf Street Apartments development. Land Use Code 710 “General Offices” was used for the office buildings in Phase 2 of the Nexus Point development. Table 2, on the following page, summarizes the total vehicular and pedestrian/bike trip generation for this development, based upon the above noted ITE Land Use Codes. The 700 apartment units would generate approximately 3,987 trips on the average weekday. During the peak AM hour, there would be 256 trips and during the peak PM hour there would be 313 trips. Adjustments for trip mode were estimated based on walking distance less than a mile to and from surrounding attractors including the MSU campus. A relatively low estimate of 10% of the trips would be made by bicycle or pedestrian modes. The 10% estimate reflects the 2010 census data for work trips by mode, which indicates that 5% of work trips are by bicycle and 9% are made by walking within the Bozeman urbanized area. The 10% estimate for this study was used instead of 14% because the site would not immediately be surrounded by urban development and would be less likely to generate pedestrian and bicycle trips meeting average conditions in the Bozeman urban area, even though the proximity to the MSU campus would probably encourage higher than average bicycle usage. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 10 No. of Rate Total Total Total Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit Phase 1 Code 221 Mid-Rise Apartment 120 Apt. Unit 1 653 2 41 11 30 3 53 32 21 Phase 2 Code 221 Mid-Rise Apartment 120 Apt. Unit 1 653 2 41 8 33 3 53 32 21 Code 710 General Offices 16 1,000 S.F.4 179 5 19 16 3 6 10 2 8 1485 101 35 66 116 66 50 Code 221 Mid-Rise Apartment 166 Apt. Unit 1 903 2 56 15 41 3 72 44 28 2388 157 50 107 188 110 78 1 - T = 5.44(X) 4 - Ln(T) = 0.97Ln(X)+2.50 239 16 5 11 19 11 8 119 8 3 5 9 6 3 358 24 8 16 28 17 11 2030 133 42 91 160 93 67Total Development Net Vehicular Trips = Peak AM HourAve. Weekday Peak PM Hour Nexus Point Total Potential Trips = Total Trip Mode and Class Reductions = NEXUS POINT SUBDIVISION GRAF STREET APARTMENTS TOTAL TRIPS BOTH DEVELOPMENTS = Trip Mode & Class Adjustments Internal Capture Within Subdivision Table 2. Nexus Point & Graf Street Apartments Trip Generation 2 - Ln(T) = 0.98Ln(X)-.98 (26% enter) 5 - T = 1.16(X) (86% enter) 3 - Ln(T) = 0.96Ln(X)-.63 (61% enter) 6 - Ln(T) = 0.95Ln(X)-.36 (16% enter) Pedestrian & Bike Modes In addition, office buildings within the development and a planned community center would have the potential for Internal Capture Trips (ICT), where a portion of the trips would not be external to the development site. The ITE Trip Generation Handbook indicates that ICT adjustments are typically evaluated when developments areas range between 100,000 and one million square feet. The combined area of the two study subdivisions is approximately 200,000 square feet and share internal streets and paths. In this case, the mixed use involves a community center which includes services tailored to the needs of the apartment dwellers, such as open space, a pool, and a club house. When considering that the apartments would most likely be occupied by younger age residents, the community center has the potential to attract a substantial number of trips. It was estimated that approximately 5% of the trips would be Internal Capture Trips. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 11 Adjustments for trip mode and classification results in net vehicular trips of 3,389 AWT, 217 trips in the peak AM hour and 266 in the peak PM hour. Overall, the trip generation rates contained herein would produce the maximum vehicular traffic volumes that could be attributed to this development. Trip Distribution The apartment complex within the study site will not be leased exclusively by students or workers at MSU and lacking any kind of projection on how many students and MSU workers will occupy the apartments, the most accurate method of distributing traffic is to mirror travel patterns from adjacent residential developments. Disaggregation of directional movements at surrounding intersections results in a valid and dependable method of determining the relatively travel demand that exists between origins and external destinations. Therefore, trip distribution for this study was based upon existing directional traffic movements at key intersections adjacent to the development site. The calculated trip distribution percentages are shown in Figure 3. Typically trip distribution percentages are shown on key streets within the study boundaries and not extended to intersections external to the study area. What is not shown, in this case, is the distribution of trips north of Kagy Boulevard on S 19th Avenue that actually include trips that go to or come from the campus on Lincoln Street and on College Street. Ten percent of the trips would be destined to MSU on S 11th Avenue and all of the 4% trips on the Campus Boulevard extension would be destined to MSU. All things considered, trips that would appear as traffic on MSU Campus Streets would be approximately 44%. This indicates that the MSU Campus would be a major attraction for trips to and from the site development. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 12 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 13 Travel times to and from areas within the development to and from adjacent street accesses were also considered in modeling of directional routing. Figure 3 presents the overall distribution of site generated trips to and from the existing street system. Approximately 43% of development generated trips would be directed to and from the north/west on S 19th Avenue, with 44% of the trips directed to and from the east/north on Kagy, Campus and Graf Street. Minor attractions south of the site would result only in 8% of the total vehicular trips using S 19th Avenue to and from the site. In the future, when S 27th Avenue connects Graf Street and Stucky Road, approximately 4% of the trips would utilize Graf Street to access Stucky Road. Also, when Arnold Street connects S 19th Avenue and S 11th Avenue, 4% of the trips to and from the north and east would use Arnold Street rather than Campus Boulevard. Figure 3. also includes distribution percentages at key intersections to illustrate distribution overlap conditions that occur specifically along S 19th Avenue north of Graf Street and at the intersection of Graf Street and S 19th Avenue. Without the directional turn percentages shown, it would appear that 68% of the site access traffic would turn left onto S 19th Avenue. In actuality, 11% of the trips would be directed to and from the south and 57% would be directed to and from the north. Site access distributions are based on the least travel time paths from the internal subdivision streets to and from the adjacent streets. All of the site access distributions are based on “Unconstrained” conditions, where intersection delays based on capacity constraints are not considered in traffic distribution. Operational constraints are considered in the final traffic assignment analysis. The intersection of Discovery Drive and Arnold Street would only serve trips with an origin or destination on to Stuckey Road (4% of total) and the only segment of the site development that would benefit from routing through the local streets to Stuckey Road would be a small segment of the northwest corner of the Nexus Subdivision representing about 5% of the total development. The distribution on MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 14 Discovery Lane would then amount to approximately 0.2% trips which would be 6 vehicles on the average weekday and 0.5 vehicles in the peak pm hour. It would be meaningless to include this intersection within the study impact analysis for less than one additional vehicle in the peak pm hour. Site Traffic Assignment Site traffic assignments were completed using the trip generation projections in Table 2 and the trip distribution percentages discussed in a preceding section. The traffic assignment projection is based on the development of Nexus Point & Graf Street Apartments with access to S 19th Avenue and Graf Street. It is also assumed that the Campus Boulevard extension west to S 11th Avenue and related improvements to the traffic signal at Stucky Road and S 19th Avenue will be in-place prior to any development within the study site. This assumption is based on knowledge that the project is in the final stages of design and there is a high probability that construction will begin in the year 2020. From our experience with past projects in Bozeman, it is very likely that any significant development within the study site would take 2 to 3 years. If the Campus Boulevard extension is not completed within the next 2 to 3 years, it would likely be due to economic conditions which would also affect the construction schedule of the study development. For these reasons, it is believed that the assumption is valid. If for any reason that the Campus Boulevard extension is not completed prior to full development of the study site, the traffic assignment would only amount to 10 vehicles in the peak pm hour which would not appreciably change any of the study conclusions. The traffic assignments shown in Figure 4 illustrate the peak AM and PM hour site traffic at the key intersections, along with average weekday vehicular site traffic on the street system links. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 15 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 16 Traffic Redistribution Since the proposed development’s internal streets would connect to existing local streets on the site’s western boundary, there is some potential for existing traffic to use Arnold Street to access S 19th Avenue. Travel time calculations were completed to determine shortest routes using Arnold Street instead of Graf Street or Stucky Road. It was determined that the Arnold Street connection to S 19th Avenue would have a slightly longer travel time than the Stucky Road or Graf Street paths to S 19th Avenue. Therefore, the future Arnold Street Connection would not redistribute traffic from developments west of the site property boundaries. TRAFFIC IMPACTS Existing Plus Development Traffic Volumes Figure 5 illustrates the combination of existing AM and PM design hour traffic volumes and site development generated traffic at each of the key study intersections for the Nexus Point & Graf Street Apartments development. Also shown in Figure 5 are the resultant AWT volumes and the percentage increases over existing traffic that would be attributable to this development. Graf Street west of S 19th Avenue would have the highest percentage increase of any of the area streets at 49%. Graf Street, east of S 19th Avenue, would have an increase of 23% AWT. S 19th Avenue, north of Arnold Street would have the highest volume increase, which would translate into a 20% increase over existing traffic and 13% north of Stucky Road. Both Graf Street and S 11th Avenue east and north of their intersection would see an increase greater than 10% of existing AWT. All of the other existing streets would have percentage increases less than 10%. It should be noted that normally, traffic impacts on streets that are less than 10% are not considered to be significant because daily traffic variations on any street routinely exceed 10%. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 17 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 18 Existing Plus Site Traffic Capacity Table 3 presents a summary of capacity calculations for existing plus full development site traffic (see Appendix C). Table 3 indicates that almost all of the study intersections would operate at LOS “C” or better during both the AM and PM hour periods, if the Nexus Point & Graf Street Apartments developments existed today. The only movements operating below LOS “C” would be the eastbound approach at the intersection of S 19th Avenue and Kagy Boulevard, which would remain at LOS “D” in the peak AM hour and in the peak PM hour, that approach would also be degraded to LOS “D”. Both of the site access would operate at acceptable levels. All movements at the access intersections would be LOS “A” except for the eastbound Arnold Street access which would operate at LOS “B” in the AM hour and LOS “C” in the PM Hour. In comparing Table 3 to Table 1, it can be seen that there are slight variations in the LOS and delay for individual approaches, but the overall intersection operations would not experience LOS changes. Queue lengths would vary within individual lanes, but none of the lanes would experience an increase in vehicle queues exceeding available storage or interfere with access movements adjacent to the intersections. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 19 Delay Max Delay Max Delay Max Delay Max Delay (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Kagy Boulevard & S 19th Avenue AM Hour 47.5 D 1 29.5 C 7 32.6 C 12 32.3 C 14 32.3 C Kagy Boulevard & S 19th Avenue PM Hour 45.7 D 3 21.6 C 7 27.8 C 6 24.4 C 10 25.6 C S19th Avenue & Stucky Road AM Hour 15.0 B 4 25.2 C 1 26.7 C 7 19.9 B 8 22.5 C S19th Avenue & Stucky Road PM Hour 28.1 C 6 33.7 C 1 12.1 B 1 17.4 B 12 18.1 B S19th Avenue & Graf Street AM Hour 20.8 C 3 21.5 C 2 18.5 B 5 11.6 B 3 17.3 B S19th Avenue & Graf Street PM Hour 21.2 C 2 21.7 C 4 17.0 B 3 16.2 B 6 17.6 B Graf Street & S 11th Avenue AM Hour 5.2 A 2 5.9 A 2 5.3 A 1 4.3 A 1 5.4 A Graf Street & S 11th Avenue PM Hour 5.2 A 2 4.4 A 1 4.2 A 1 5.0 A 1 4.8 A S 19TH Avenue & Arnold Street AM 14.3 B 1 8.0 A 0 S 19TH Avenue & Arnold Street PM 17.1 C 1 9.3 A 1 Graf Street & Site Access AM Hour 7.3 A 0 9.9 A 1 Graf Street & Site Access PM Hour 7.6 A 0 10.1 B 1 Intersection Table 3 Existing Plus Site Peak AM & PM Hour Capacity Analysis Summary EB WB NB SB Intersection Future Traffic Assignment Figure 6, on the following page, illustrates the AWT and the peak AM and PM hour site traffic assignment based on future trip distribution percentages shown in Figure 3. The traffic volume assignments were also based on the existence of known planned street system connections and improvements in the year 2038. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 20 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 21 Future Traffic Volumes Traffic projections for future conditions were developed by incorporating all of the area’s planned development including all in-process platting and in-fill of platted subdivisions. Various design studies were also input to the projections including the Kagy Boulevard improvements; the Campus Boulevard extension project; the South University District development projects; and the Graf Street and S 3rd Avenue intersection improvement projects. Traffic projections included in those projects included the following known developments: Yellowstone Theological Institute Allison Annex Allison Subdivision South University District Phase 2 Apartments South University District Subdivision Block 5 COS 2661A Boylan Addition Kiefer Property MSU Parking Garage MOR Commercial Lot South Towne Square Bozeman Health Sub Area Zimmer-Nash Property Burkhart Property Meadow Creek Subdivision Gran Cielo Subdivision Figure 7 illustrates the traffic volume projections at all of the study intersections, including the site access intersections with S 19th Avenue and Graf Street. The AWT volumes shown in Figure 7 are substantially higher than existing traffic volumes, with S 19th Avenue north of Kagy Boulevard exceeding 31,000 vehicles per day in the year 2038. These volumes may overstate the future demand on S 19th Avenue somewhat because it was uncertain whether the S 27th Avenue collector street corridor would extend north of Stucky Road by the year 2038. That corridor could relieve traffic demand on S 19th Avenue to some extent and change traffic patterns on S 19th Avenue. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 22 MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 23 Future Capacity Table 4, below, presents a summary of the MOE’s for each intersection and for each approach at each of the intersections. Capacity calculations were not completed for the intersection of Kagy Boulevard and S 19th, since the future improvements are currently under design. Capacity calculations (see Appendix C) indicate that all intersections would operate at LOS “C” or better during both the AM and PM hour periods given year 2038 traffic projections and intersection conditions that will exist in the future. The only exceptions would be the southbound thru movement at S 19th Avenue & Stucky Road, which would operate at LOS “D” during the peak PM hour. The Arnold Street eastbound site approach would operate at LOS “F” during the peak AM and peak PM hours. Queue lengths would vary within individual lanes, but none of the lanes would experience an increase in vehicle queues that would exceed available storage or interfere with access movements. Delay Max Delay Max Delay Max Delay Max Delay (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS Queue (Sec) LOS S19th Avenue & Stucky Road AM Hour 17.2 B 5 33.9 C 3 33.0 C 10 25.6 C 7 28.2 C S19th Avenue & Stucky Road PM Hour 20.8 B 6 32.8 C 3 19.6 B 7 40.0 D 13 31.5 C S19th Avenue & Graf Street AM Hour 26.5 C 6 20.7 C 5 22.1 C 7 16.1 B 6 21.1 C S19th Avenue & Graf Street PM Hour 24.1 C 4 22.7 C 5 17.0 B 4 18.7 B 7 19.5 B Graf Street & S 11th Avenue AM Hour 9.2 A 4 12.8 B 6 10.8 B 3 6.7 A 1 10.4 B Graf Street & S 11th Avenue PM Hour 6.4 A 2 6.1 A 2 4.9 A 1 6.5 A 2 6.2 A S 19TH Avenue & Arnold Street AM 68.5 F 3 24.1 C 1 10.9 B 1 9.5 A 1 S 19TH Avenue & Arnold Street PM 68.5 F 3 24.1 C 1 10.9 B 1 9.5 A 1 Graf Street & Site Access AM Hour 7.6 A 0 12.8 B 1 Graf Street & Site Access PM Hour 8.2 A 0 14.1 B 1 Graf Street & S 27th Avenue Access AM Hour 7.3 A 0 7.5 A 1 9.6 A 1 10.9 B 1 Graf Street & S 27th Avenue PM Hour 7.5 A 0 7.5 A 1 9.5 A 1 11.9 B 1 Intersection Table 4 Future Year 2038 AM & PM Hour Capacity Analysis Summary Intersection EB WB NB SB MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 24 CONCLUSIONS The development of the Nexus Point & Graf Street Apartments development property, as proposed, would not substantially impact the safety and efficiency of any of the area streets or intersections if it existed at the present time. The eastbound approach on S 19th Avenue, currently operates at LOS “D” in the AM and PM hours. However, the approach volumes are so low on that approach during the peak hour periods that the overall intersection operates at LOS “C” serving the majority of entering traffic. Considering that the Kagy Boulevard and S 19th Avenue intersection will be reconstructed as a part of the MDT project in the next three to four years, actual development in the Nexus Point & Graf Street Apartments development would not be advanced sufficiently to impact current operations during that short time period. Future traffic (year 2038) on area streets is projected to increase significantly over current traffic volumes. Even with significant growth, in combination with full development of the Nexus Point & Graf Street Apartments development, all of the key intersection would operate at or above LOS “C” and no mitigating measures would be required at the study intersections. At some point prior to the year 2038, alternative control measures may be required at the intersection of Arnold Street and S 19th Avenue. A traffic signal may be warranted by the year 2038. Other measures could be considered such as eliminating left turns from the eastbound and westbound approaches. This would then force site development traffic having a destination north of the site, to use Graf Street, which has more than enough reserve capacity to accommodate the eastbound left turn movement. With the high volume of future traffic projected on S 19th Avenue, MDT may, at some future date, consider a raised median on S 19th Avenue which would then allow elimination of some access movements. However, Arnold Street should operate in an efficient manner during the interim period. MARVIN & ASSOCIATES 1300 N. Transtech Way Billings, MT 59102 Nexus Point & Graf Street Apartments Development Traffic Impact Study Page 25 MDT turn lane warrants were investigated for the southbound right turn movement at the Arnold Street intersection with S 19th Avenue. It was determined that a right turn lane would be warranted for that movements based on the existing plus full development site traffic volumes shown in Figure 5 with the proposed five lane street section. However, the right turn lane would not meet warrants until a point in time after Phase 1 developments are completed and fully occupied. At that point, an evaluation of traffic growth on S 19th Avenue can be reevaluated and a more specific plan could be developed for a traffic signal or roundabout installation. If a future traffic signal or roundabout is constructed, the warrants for an auxiliary right-turn lane would not apply. Thus, provisions should be made for a future traffic signal at the Intersection of S 19th Avenue and Arnold Lane. Appendix A TRAFFIC COUNT DATA Totals Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Entering 6:30 AM 3 16 8520029001569 6:45 AM 6 13 6910153102496 7:00 AM 6 19 8 25 2 0 4 56 0 0 2 16 138 7:15 AM 7 22 22 20 5 0 3 92 1038183 7:30 AM 6 25 28 27 4 3 13 87 2 2 14 17 228 7:45 AM 3 38 37 59 2 2 11 123 2 2 11 28 318 8:00 AM 14 35 61 68 4 2 13 115 1 0 11 17 341 8:15 AM 13 43 24 58 10 6 11 83 3 2 8 11 272 Total Peak Hour = 30 120 148 174 15 7 40 417 6 4 39 70 1070 PHF = 0.78 4:00 PM 14 96 33 31 11 10 3 55 1 7 5 12 278 4:15 PM 9 78 26 22 10 10 2 46 2 2 9 13 229 4:30 PM 9 78 38 23 4 7 2 66 1479248 4:45 PM 12 60 25 23 13 7 5 40 4 1 3 16 209 5:00 PM 15 97 46 33 5 10 3 63 4 1 3 11 291 5:15 PM 22 83 43 29 1 16 9 50 0369271 5:30 PM 28 93 32 29 20 15 3 51 1 4 2 17 295 5:45 PM 18 93 38 27 5 5 4 61 4 4 10 9 278 Total Peak Hour = 83 366 159 118 31 46 19 225 9 12 21 46 1135 PHF = 0.96 Southbound Westbound Northbound Eastbound Type Road Classification Totals S 19th Ave Graf St S 19th Ave Graf St Site Code Project Nexus Point & Graf St Apartments TIS Study Name 19th and Graf Start Date 04/03/2019 Start Time 6:30 AM Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Totals 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 1 1 5 12 26 0 2 7 10 6 33 10 113 7:45 AM 3 2 3 11 36 0156144112134 8:00 AM 3 8 8 21 35 0 4 28 23 37 35 8 210 8:15 AM 2 4 7 21 40 6 7 19 25 7 36 10 184 Peak Hour 9 15 23 65 137 6 14 59 64 64 145 40 641 PHF = 0.76 4:00 PM 4:15 PM 4:30 PM 4:45 PM 7 5 11 5 25 0042719590 5:00 PM 15 10 13 11 17 313111384127 5:15 PM 13 12 15 10 24 205514363139 5:30 PM 7 12 12 10 25 3 2 1 11 8 26 1 118 5:45 PM Peak Hour 42 39 51 36 91 8 3 13 19 40 119 13 474 PHF =0.85 Southbound Westbound Northbound Eastbound Type Road Classification Totals S 11th Ave Graf Street S 11th Ave Graf Street Site Code Project Marvin & Associates Study Name 11th & Graf Start Date 02/07/2019 & 02/08/2019 Start Time 7:30 AM Appendix B SPEED STATISTICS SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Northbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 35 35 4217 4217 19.61% 19.61% 36 to 40 40 1245 5462 5.79% 25.40% 41 to 45 45 2631 8093 12.23% 37.63% 46 to 50 50 5819 13912 27.06% 64.69% 51 to 55 55 5204 19116 24.20% 88.88% 56 to 60 60 1967 21083 9.15% 98.03% 61 to 65 65 271 21354 1.26% 99.29% 66 to 70 70 59 21413 0.27% 99.56% 71 to 75 75 43 21456 0.20% 99.76% 76 to 80 80 28 21484 0.13% 99.89% 81 to 85 85 16 21500 0.07% 99.97% 86 to 90 80 7 21507 0.03% 100.00% 0.00% TOTAL VEHICLES =21507 MEAN SPEED =48.34 mph 85TH PERCENTILE =54.20 mph PACE SPEED =46 mph TO 55 mph Number of Vehicles in Pace =11023 % of Total Vehicles in Pace =51.3% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 35 40 45 50 55 60 65 70 75 80 85PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Southbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 35 35 659 659 3.56% 3.56% 36 to 40 40 2148 2807 11.61% 15.17% 41 to 45 45 5039 7846 27.23% 42.40% 46 to 50 50 5581 13427 30.16% 72.57% 51 to 55 55 3205 16632 17.32% 89.89% 56 to 60 60 1514 18146 8.18% 98.07% 61 to 65 65 259 18405 1.40% 99.47% 66 to 70 70 52 18457 0.28% 99.75% 71 to 75 75 25 18482 0.14% 99.89% 76 to 80 80 12 18494 0.06% 99.95% 81 to 85 85 7 18501 0.04% 99.99% 86 to 90 90 2 18503 0.01% 100.00% TOTAL VEHICLES =18503 MEAN SPEED =48.95 mph 85TH PERCENTILE =53.59 mph PACE SPEED =41 mph TO 50 mph Number of Vehicles in Pace =10620 % of Total Vehicles in Pace =57.4% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 35 40 45 50 55 60 65 70 75 80 85PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Southbound & Northbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 15 15 4876 4876 12.19% 12.19% 16 to 20 20 3393 8269 8.48% 20.67% 21 to 25 25 7670 15939 19.17% 39.84% 26 to 30 30 11400 27339 28.49% 68.33% 31 to 35 35 8409 35748 21.02% 89.35% 36 to 40 40 3481 39229 8.70% 98.05% 41 to 45 45 530 39759 1.32% 99.37% 46 to 50 50 111 39870 0.28% 99.65% 51 to 55 55 68 39938 0.17% 99.82% 56 to 60 60 40 39978 0.10% 99.92% 61 to 65 65 23 40001 0.06% 99.98% 66 to 70 70 9 40010 0.02% 100.00% TOTAL VEHICLES =40010 750 MEAN SPEED =28.63 mph 85TH PERCENTILE =33.97 mph PACE SPEED =26 mph TO 35 mph Number of Vehicles in Pace =19809 % of Total Vehicles in Pace =49.5% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 15 20 25 30 35 40 45 50 55 60 65PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE Appendix C-1 EXISTING CAPACITY CALCULATIONS HCM Analysis Summary Existing 2019 R Marvin Peak AM Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 4/13/19 Case: S 19 KAGY EXIST 2018 AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 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) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 24 0.91 0 7 0.91 0 2 0.91 0 175 0.91 1 25 0.91 1 111 0.91 1 13 0.91 0 595 0.91 2 219 0.91 1 498 0.91 1 301 0.91 2 28 0.91 0 1 1 0 0 --- --- 50 0 0 0 --- --- 100 2 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTR R L L LTP LTP 0 14.0 3.5 1.5 12.0 3.5 1.5 31.0 4.0 0.0 38.0 4.0 2.0 Actuated 115.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 147 0.019 0.104 L 0.177 47.2 D 47.0 D T 198 0.004 0.104 T 0.040 46.4 D R 168 0.001 0.104 R 0.006 46.2 D WB Lper 203 0.000 0.148 28.7 C * Lpro 218 0.107 0.122 L 0.456 34.7 C T 507 0.014 0.270 T 0.053 31.1 C R 932 0.042 0.583 R 0.072 10.5 B NB Lper 312 0.000 0.383 30.9 C Lpro 487 0.008 0.270 L 0.018 7.4 A * T 1169 0.185 0.330 T 0.559 32.0 C R 527 0.082 0.330 R 0.249 28.2 C SB Lper 170 0.146 0.383 28.1 C * Lpro 482 0.270 0.270 L 0.839 27.7 C TR 1157 0.102 0.330 TR 0.308 28.8 C Intersection: Delay = 29.6sec/veh Int. LOS=C Xc= 0.70 * Critical Lane Group (v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing 2019 R Marvin Peak AM Kagy Blvd/S 19th Ave 4/13/19 Case: S 19 KAGY EXIST 2018 AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 3.3 0.0 T 0 / 1 13.1 0.0 R 0 / 0 0.0 0.0 All 6.6 0.0 WB L 6 / 9 3.8 0.0 T 1 / 2 23.7 0.0 R 1 / 3 16.9 0.0 All 10.8 0.0 NB L 0 / 1 15.8 0.0 T 7 / 9 9.9 0.0 R 2 / 4 17.7 0.0 All 10.9 0.0 SB L 10 / 15 6.4 0.0 TR 4 / 7 12.4 0.0 All 9.0 0.0 Intersect. 9.9 SIG/Cinema v3.08 Marvin & Associates Page 2 24 7 2 175 25 111 13 595 219 498 301 28 1 13 24 2 11 24 2 11 24 3 31 04 3 31 04 3 31 04 4 38 24 4 38 24 HCM Analysis Summary Existing 2019 R Marvin Peak PM Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 4/13/19 Case: S 19 KAGY EXIST 2018 PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 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) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 64 0.96 0 32 0.96 0 25 0.96 0 274 0.96 1 14 0.96 1 438 0.96 1 5 0.96 0 434 0.96 2 141 0.96 1 350 0.96 1 506 0.96 2 24 0.96 0 20 1 0 0 --- --- 180 0 0 0 --- --- 40 2 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTR R L L LTP LTP 0 21.0 3.5 1.5 12.0 3.5 1.5 20.0 4.0 0.0 37.0 4.0 2.0 Actuated 110.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 155 0.047 0.109 L 0.432 46.5 D 45.8 D T 207 0.017 0.109 T 0.159 44.6 D R 176 0.003 0.109 R 0.028 43.8 D WB Lper 191 0.000 0.155 20.7 C * Lpro 341 0.159 0.191 L 0.536 28.6 C T 650 0.008 0.345 T 0.023 23.8 C R 916 0.168 0.573 R 0.294 12.1 B NB Lper 225 0.000 0.391 27.3 C Lpro 328 0.003 0.182 L 0.009 11.0 B T 1190 0.128 0.336 T 0.380 27.8 C R 536 0.066 0.336 R 0.196 26.0 C SB Lper 268 0.058 0.391 23.3 C * Lpro 325 0.182 0.182 L 0.616 15.0 B * TR 1184 0.155 0.336 TR 0.462 28.8 C Intersection: Delay = 24.7sec/veh Int. LOS=C Xc= 0.66 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing 2019 R Marvin Peak PM Kagy Blvd/S 19th Ave 4/13/19 Case: S 19 KAGY EXIST 2018 PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 3.2 0.0 T 1 / 2 12.6 0.0 R 1 / 1 10.3 0.0 All 7.8 0.0 WB L 5 / 6 5.3 0.0 T 1 / 1 24.9 0.0 R 4 / 6 15.0 0.0 All 14.9 0.0 NB L 0 / 0 21.5 0.0 T 5 / 6 10.2 0.0 R 2 / 3 18.8 0.0 All 11.3 0.0 SB L 6 / 9 8.5 0.0 TR 6 / 8 10.0 0.0 All 9.5 0.0 Intersect. 11.1 SIG/Cinema v3.08 Marvin & Associates Page 2 64 32 25 274 14 438 5 434 141 350 506 24 1 20 24 2 11 24 2 11 24 3 20 04 3 20 04 3 20 04 4 37 24 4 37 24 HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 09/16/2017 Case: Stucky & 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 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 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 R 3 L 3 T 3 T 3 R 3 235 0.91 2 0 0.90 2 27 0.91 2 0 0.90 2 0 0.90 2 0 0.90 2 41 0.91 2 605 0.91 5 0 0.90 2 0 0.90 2 248 0.91 5 235 0.91 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 100 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 27.0 3.5 1.5 8.0 4.0 0.0 30.0 4.0 2.0 Actuated 80.0 Sec 11.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 597 0.146 0.338 L 0.432 20.7 C 20.5 C R 534 0.015 0.338 R 0.045 17.8 B NB Lper 372 0.000 0.450 18.0 B Lpro 177 0.025 0.100 L 0.082 9.1 A * T 950 0.367 0.525 T 0.700 18.6 B SB T 679 0.151 0.375 T 0.402 20.2 C 19.5 B R 590 0.094 0.375 R 0.251 18.3 B Intersection: Delay = 18.9sec/veh Int. LOS=B Xc= 0.59 * Critical Lane Group (v/s)Crit= 0.51 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Stucky Road/S 19th Avenue 09/16/2017 Case: Stucky & 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 5 7.8 0.0 R 1 / 1 26.3 0.0 All 12.4 0.0 NB L 1 / 1 10.0 0.0 T 8 / 8 14.1 0.0 All 13.9 0.0 SB T 4 / 6 15.5 0.0 R 1 / 1 21.7 0.0 All 16.6 0.0 Intersect. 14.4 SIG/Cinema v3.08 Marvin & Associates Page 2 235 27 41 605 248 235 1 26 24 2 8 04 3 30 24 3 30 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 4/13/19 Case: Stucky & 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 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 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 R 3 L 3 T 3 T 3 R 3 234 0.90 2 0 0.90 2 29 0.90 2 0 0.90 2 0 0.90 2 0 0.90 2 34 0.90 2 345 0.90 5 0 0.90 2 0 0.90 2 565 0.90 5 242 0.90 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 80 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 28.0 3.5 1.5 8.0 4.0 0.0 36.0 4.0 2.0 Actuated 87.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 570 0.147 0.322 L 0.456 23.7 C 23.4 C R 509 0.017 0.322 R 0.053 20.4 C NB Lper 134 0.000 0.483 12.3 B * Lpro 163 0.021 0.092 L 0.128 13.4 B T 999 0.212 0.552 T 0.383 12.2 B SB * T 749 0.347 0.414 T 0.838 33.7 C 30.2 C R 651 0.114 0.414 R 0.276 17.9 B Intersection: Delay = 23.9sec/veh Int. LOS=C Xc= 0.62 * Critical Lane Group (v/s)Crit= 0.52 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Stucky Road/S 19th Avenue 4/13/19 Case: Stucky & 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 6 7.0 0.0 R 1 / 2 22.4 0.0 All 11.0 0.0 NB L 0 / 1 15.9 0.0 T 4 / 6 15.5 0.0 All 15.5 0.0 SB T 10 / 14 11.9 0.0 R 1 / 2 21.5 0.0 All 12.8 0.0 Intersect. 13.0 SIG/Cinema v3.08 Marvin & Associates Page 2 234 29 34 345 565 242 1 27 24 2 8 04 3 36 24 3 36 24 HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 4/13/19 Case: Graf & 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 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 70 0.91 2 39 0.91 2 4 0.91 2 174 0.91 2 15 0.91 2 7 0.91 2 6 0.91 2 417 0.91 5 40 0.91 2 148 0.91 2 120 0.91 5 30 0.91 2 0 5 0 0 --- --- 5 0 0 0 --- --- 15 5 0 0 --- --- 15 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 357 0.055 0.257 L 0.216 20.6 C 20.3 C TR 473 0.026 0.257 TR 0.099 19.9 B WB * L 346 0.142 0.257 L 0.552 23.6 C 23.3 C TR 471 0.010 0.257 TR 0.038 19.5 B NB Lper 489 0.000 0.429 18.5 B Lpro 329 0.004 0.186 L 0.009 5.3 A * TR 1168 0.142 0.343 TR 0.415 18.7 B SB Lper 283 0.000 0.429 11.5 B * Lpro 329 0.092 0.186 L 0.266 7.3 A TR 1171 0.043 0.343 TR 0.126 16.0 B Intersection: Delay = 17.7sec/veh Int. LOS=B Xc= 0.48 * Critical Lane Group (v/s)Crit= 0.38 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Graf Street/S 19th Avenue 4/13/19 Case: Graf & 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 2 9.1 0.0 TR 1 / 2 15.1 0.0 All 12.3 0.0 WB L 3 / 4 8.4 0.0 TR 1 / 1 19.9 0.0 All 12.2 0.0 NB L 0 / 0 0.0 0.0 TR 3 / 5 13.6 0.0 All 13.6 0.0 SB L 1 / 3 17.3 0.0 TR 1 / 3 16.8 0.0 All 17.0 0.0 Intersect. 13.9 SIG/Cinema v3.08 Marvin & Associates Page 2 70 39 4 174 15 7 6 417 40 148 120 30 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 4/13/19 Case: Graf & 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 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 46 0.96 2 21 0.96 2 12 0.96 2 46 0.96 2 31 0.96 2 118 0.96 2 9 0.96 2 225 0.96 5 19 0.96 2 159 0.96 2 366 0.96 5 83 0.96 2 5 5 0 0 --- --- 62 0 0 0 --- --- 10 5 0 0 --- --- 20 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 325 0.037 0.250 L 0.148 21.1 C 20.9 C TR 448 0.016 0.250 TR 0.065 20.6 C WB L 342 0.035 0.250 L 0.140 21.1 C 21.3 C * TR 421 0.053 0.250 TR 0.214 21.5 C NB Lper 291 0.000 0.417 17.2 B Lpro 369 0.005 0.208 L 0.014 5.5 A TR 1139 0.071 0.333 TR 0.213 17.7 B SB Lper 408 0.000 0.417 15.9 B * Lpro 369 0.094 0.208 L 0.214 6.3 A * TR 1131 0.132 0.333 TR 0.395 19.5 B Intersection: Delay = 17.3sec/veh Int. LOS=B Xc= 0.35 * Critical Lane Group (v/s)Crit= 0.28 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Graf Street/S 19th Avenue 4/13/19 Case: Graf & 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 8.2 0.0 TR 1 / 1 18.2 0.0 All 12.7 0.0 WB L 1 / 2 9.3 0.0 TR 2 / 4 18.9 0.0 All 17.6 0.0 NB L 0 / 1 15.1 0.0 TR 2 / 3 12.9 0.0 All 13.0 0.0 SB L 1 / 3 17.4 0.0 TR 3 / 6 13.9 0.0 All 14.4 0.0 Intersect. 14.3 SIG/Cinema v3.08 Marvin & Associates Page 2 46 21 12 46 31 118 9 225 19 159 366 83 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 LANE SUMMARY Site: 1 [Graf & 11th Ave AM Existing] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg. Satn Lane Util. Average Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % % South: S 11th Avenue Lane 1 (NB)d 184 2.1 1013 0.182 100 5.3 LOS A 0.8 21.0 Full 1600 0.0 0.0 Approach 184 2.1 0.182 5.3 LOS A 0.8 21.0 East: Graf Street Lane 1 (WB)d 278 1.4 1084 0.256 100 5.7 LOS A 1.3 32.4 Full 1600 0.0 0.0 Approach 278 1.4 0.256 5.7 LOS A 1.3 32.4 North: S 11th Avenue Lane 1 (SB)d 66 6.0 977 0.067 100 4.3 LOS A 0.3 7.0 Full 1600 0.0 0.0 Approach 66 6.0 0.067 4.3 LOS A 0.3 7.0 West: Graf Street Lane 1 (EB)d 332 1.2 1274 0.260 100 5.1 LOS A 1.4 35.5 Full 1600 0.0 0.0 Approach 332 1.2 0.260 5.1 LOS A 1.4 35.5 Intersection 859 1.8 0.260 5.3 LOS A 1.4 35.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Wednesday, March 06, 2019 4:10:36 PM Project: C:\Users\Robert-M\Documents\A PROJECT FOLDERS\18-888 New MSU Dorm TIS\Capacity\Existing\College & 11th AM Exist.sip8 LANE SUMMARY Site: 1 [Graf & 11th Ave PM Existing] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Lane Use and Performance Demand Flows 95% Back of QueueCap.Deg. Satn Lane Util. Average Delay Level of Service Lane Config Lane Length Cap. Adj. Prob. Block.Total HV Veh Dist veh/h % veh/h v/c % sec ft ft % % South: S 11th Avenue Lane 1 (NB)d 45 7.9 1019 0.044 100 3.9 LOS A 0.2 4.5 Full 1600 0.0 0.0 Approach 45 7.9 0.044 3.9 LOS A 0.2 4.5 East: Graf Street Lane 1 (WB)d 162 2.2 1270 0.128 100 3.9 LOS A 0.6 15.0 Full 1600 0.0 0.0 Approach 162 2.2 0.128 3.9 LOS A 0.6 15.0 North: S 11th Avenue Lane 1 (SB)d 159 2.2 1162 0.137 100 4.3 LOS A 0.6 15.8 Full 1600 0.0 0.0 Approach 159 2.2 0.137 4.3 LOS A 0.6 15.8 West: Graf Street Lane 1 (EB)d 206 1.7 1197 0.172 100 4.5 LOS A 0.8 20.8 Full 1600 0.0 0.0 Approach 206 1.7 0.172 4.5 LOS A 0.8 20.8 Intersection 572 2.5 0.172 4.2 LOS A 0.8 20.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Wednesday, March 06, 2019 4:17:32 PM Project: C:\Users\Robert-M\Desktop\19-911 Allison Sub TIS\Capacity\Graf & 11th Exist AM.sip8 Appendix C-2 EXISTING PLUS SITE CAPACITY CALCULATIONS HCM Analysis Summary Existing Plus Site R Marvin Peak AM Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 6/9/19 Case: S 19 KAGY EXIST 2018 AM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 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) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 24 0.91 0 7 0.91 0 3 0.91 0 185 0.91 1 25 0.91 1 111 0.91 1 15 0.91 0 661 0.91 2 245 0.91 1 498 0.91 1 327 0.91 2 28 0.91 0 1 1 0 0 --- --- 50 0 0 0 --- --- 135 2 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTR R L L LTP LTP 0 14.0 3.5 1.5 12.0 3.5 1.5 32.0 4.0 0.0 38.0 4.0 2.0 Actuated 116.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 145 0.019 0.103 L 0.179 47.7 D 47.5 D T 197 0.004 0.103 T 0.041 46.8 D R 167 0.001 0.103 R 0.012 46.7 D WB Lper 201 0.000 0.147 29.5 C * Lpro 216 0.114 0.121 L 0.487 35.5 D T 503 0.014 0.267 T 0.054 31.6 C R 937 0.042 0.586 R 0.072 10.4 B NB Lper 293 0.000 0.379 32.6 C Lpro 498 0.009 0.276 L 0.020 7.4 A * T 1159 0.205 0.328 T 0.626 33.8 C R 522 0.076 0.328 R 0.232 28.5 C SB Lper 140 0.146 0.379 32.3 C * Lpro 493 0.276 0.276 L 0.864 34.3 C TR 1148 0.110 0.328 TR 0.334 29.5 C Intersection: Delay = 32.3sec/veh Int. LOS=C Xc= 0.74 * Critical Lane Group (v/s)Crit= 0.61 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin Peak AM Kagy Blvd/S 19th Ave 6/9/19 Case: S 19 KAGY EXIST 2018 AM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 2.6 0.0 T 0 / 1 25.0 0.0 R 0 / 0 0.0 0.0 All 7.0 0.0 WB L 6 / 7 3.7 0.0 T 1 / 1 22.4 0.0 R 1 / 2 16.7 0.0 All 10.5 0.0 NB L 0 / 1 24.2 0.0 T 9 / 12 9.0 0.0 R 3 / 5 15.3 0.0 All 9.9 0.0 SB L 10 / 14 6.3 0.0 TR 5 / 8 11.6 0.0 All 8.8 0.0 Intersect. 9.4 SIG/Cinema v3.08 Marvin & Associates Page 2 24 7 3 185 25 111 15 661 245 498 327 28 1 13 24 2 11 24 2 11 24 3 32 04 3 32 04 3 32 04 4 38 24 4 38 24 HCM Analysis Summary Existing 2019 R Marvin Peak PM Analysis Duration: 15 mins. Kagy Blvd/S 19th Ave 6/9/19 Case: S 19 KAGY EXIST 2018 PM Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 3 1 3 1 4 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 T 12.0 T 12.0 T 12.0 T 12.0 R 12.0 R 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) L 3 T 3 R 3 L 3 T 3 R 3 L 3 T 3 R 3 L 3 TR 3 64 0.96 0 32 0.96 0 27 0.96 0 299 0.96 1 14 0.96 1 438 0.96 1 6 0.96 0 481 0.96 2 158 0.96 1 350 0.96 1 574 0.96 2 24 0.96 0 20 1 0 0 --- --- 180 0 0 0 --- --- 40 2 0 0 --- --- 5 1 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTR LTP LTR R L L LTP LTP 0 21.0 3.5 1.5 12.0 3.5 1.5 20.0 4.0 0.0 37.0 4.0 2.0 Actuated 110.0 Sec 20.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 155 0.047 0.109 L 0.432 46.5 D 45.7 D T 207 0.017 0.109 T 0.159 44.6 D R 176 0.004 0.109 R 0.040 43.9 D WB Lper 191 0.000 0.155 21.6 C * Lpro 341 0.174 0.191 L 0.585 29.7 C T 650 0.008 0.345 T 0.023 23.8 C R 916 0.168 0.573 R 0.294 12.1 B NB Lper 194 0.000 0.391 27.8 C Lpro 328 0.003 0.182 L 0.011 11.3 B T 1190 0.142 0.336 T 0.421 28.3 C R 536 0.077 0.336 R 0.229 26.3 C SB Lper 244 0.064 0.391 24.4 C * Lpro 325 0.182 0.182 L 0.641 15.7 B * TR 1185 0.175 0.336 TR 0.522 29.6 C Intersection: Delay = 25.6sec/veh Int. LOS=C Xc= 0.71 * Critical Lane Group (v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing 2019 R Marvin Peak PM Kagy Blvd/S 19th Ave 6/9/19 Case: S 19 KAGY EXIST 2018 PM App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 3.4 0.0 T 1 / 2 15.3 0.0 R 0 / 1 13.1 0.0 All 8.5 0.0 WB L 6 / 7 5.1 0.0 T 1 / 1 25.9 0.0 R 3 / 4 17.9 0.0 All 15.4 0.0 NB L 0 / 0 23.2 0.0 T 5 / 6 11.1 0.0 R 2 / 2 19.3 0.0 All 12.1 0.0 SB L 5 / 9 9.1 0.0 TR 7 / 10 10.0 0.0 All 9.7 0.0 Intersect. 11.5 SIG/Cinema v3.08 Marvin & Associates Page 2 64 32 27 299 14 438 6 481 158 350 574 24 1 20 24 2 11 24 2 11 24 3 20 04 3 20 04 3 20 04 4 37 24 4 37 24 HCM Analysis Summary S 19th & Stucky Design R Marvin Peak AM Hour Exist Plus Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 6/9/19 Case: 19th & Stucky AM 2028 Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 1 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 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 3 235 0.91 1 15 0.91 1 30 0.91 1 4 0.91 1 6 0.91 1 22 0.91 1 47 0.91 1 699 0.91 4 8 0.91 1 24 0.91 1 285 0.91 4 235 0.91 1 12 5 0 0 --- --- 15 5 0 0 --- --- 2 5 0 0 --- --- 90 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP R LTP LTP L L LTP LTP 0 12.0 4.0 0.0 12.0 3.5 1.5 8.0 4.0 0.0 21.5 4.0 1.5 Actuated 72.0 Sec 18.5 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 320 0.000 0.236 15.0 B * Lpro 298 0.144 0.167 L 0.417 15.2 B TR 668 0.021 0.389 TR 0.054 13.7 B WB L 229 0.003 0.167 L 0.017 25.1 C 25.2 C * TR 287 0.009 0.167 TR 0.052 25.2 C NB Lper 244 0.000 0.375 26.7 C * Lpro 199 0.029 0.111 L 0.117 11.2 B * TR 1035 0.224 0.299 TR 0.749 27.8 C SB Lper 114 0.000 0.375 19.9 B Lpro 199 0.015 0.111 L 0.083 11.7 B T 546 0.171 0.299 T 0.573 25.7 C R 829 0.100 0.521 R 0.192 9.7 A Intersection: Delay = 22.5sec/veh Int. LOS=C Xc= 0.55 * Critical Lane Group (v/s)Crit= 0.41 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results S 19th & Stucky Design R Marvin Peak AM Hour Exist Plus Stucky Road/S 19th Avenue 6/9/19 Case: 19th & Stucky AM 2028 App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 9.5 0.0 TR 1 / 2 23.3 0.0 All 14.0 0.0 WB L 1 / 1 4.6 0.0 TR 0 / 1 17.2 0.0 All 11.1 0.0 NB L 1 / 3 12.4 0.0 TR 5 / 7 11.2 0.0 All 11.2 0.0 SB L 0 / 1 12.4 0.0 T 4 / 8 14.1 0.0 R 1 / 3 21.2 0.0 All 15.3 0.0 Intersect. 12.8 SIG/Cinema v3.08 Marvin & Associates Page 2 235 15 30 4 6 22 47 699 8 24 285 235 1 12 04 1 12 04 2 11 24 2 11 24 3 8 04 3 8 04 4 21 24 4 21 24 HCM Analysis Summary S 19th & Stucky R Marvin Peak PM Hour Exist Plus Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 4/13/19 Case: 19th & Stucky PM 2028 Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 1 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 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 3 234 0.96 1 10 0.96 1 33 0.96 1 6 0.96 1 8 0.96 1 39 0.96 1 37 0.96 1 385 0.96 4 8 0.96 1 59 0.96 1 620 0.96 4 242 0.96 1 12 5 0 0 --- --- 20 5 0 0 --- --- 2 5 0 0 --- --- 100 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP R LTP LTP L L LTP LTP 0 8.0 4.0 0.0 10.0 3.5 1.5 6.0 4.0 0.0 42.5 4.0 1.5 Actuated 85.0 Sec 13.5 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * Lper 224 0.060 0.176 28.1 C * Lpro 168 0.094 0.094 L 0.622 28.7 C TR 434 0.019 0.259 TR 0.074 23.8 C WB L 161 0.004 0.118 L 0.037 33.3 C 33.7 C TR 196 0.017 0.118 TR 0.143 33.8 C NB Lper 225 0.000 0.565 12.1 B Lpro 126 0.022 0.071 L 0.111 9.9 A TR 1732 0.118 0.500 TR 0.235 12.4 B SB Lper 479 0.000 0.565 17.4 B * Lpro 126 0.034 0.071 L 0.101 6.4 A * T 914 0.354 0.500 T 0.707 21.0 C R 1021 0.093 0.641 R 0.145 6.3 A Intersection: Delay = 18.1sec/veh Int. LOS=B Xc= 0.64 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results S 19th & Stucky R Marvin Peak PM Hour Exist Plus Stucky Road/S 19th Avenue 4/13/19 Case: 19th & Stucky PM 2028 App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 6 5.9 0.0 TR 0 / 1 25.2 0.0 All 10.2 0.0 WB L 0 / 1 4.5 0.0 TR 1 / 1 19.2 0.0 All 15.3 0.0 NB L 1 / 1 10.1 0.0 TR 2 / 5 16.2 0.0 All 15.7 0.0 SB L 1 / 1 13.4 0.0 T 8 / 12 13.7 0.0 R 1 / 2 22.3 0.0 All 14.5 0.0 Intersect. 13.8 SIG/Cinema v3.08 Marvin & Associates Page 2 234 10 33 6 8 39 37 385 8 59 620 242 1 8 04 1 8 04 2 9 24 2 9 24 3 6 04 3 6 04 4 42 24 4 42 24 HCM Analysis Summary Existing Plus SIte R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 6/9/19 Case: Graf & 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 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 87 0.90 2 63 0.90 2 12 0.90 2 7 0.90 2 26 0.90 2 178 0.90 2 9 0.90 2 421 0.90 5 40 0.90 2 160 0.90 2 125 0.90 5 37 0.90 2 5 5 0 0 --- --- 60 0 0 0 --- --- 20 5 0 0 --- --- 15 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 313 0.080 0.257 L 0.310 21.2 C 20.8 C TR 471 0.043 0.257 TR 0.166 20.2 C WB L 337 0.006 0.257 L 0.024 19.4 B 21.5 C * TR 420 0.098 0.257 TR 0.381 21.6 C NB Lper 478 0.000 0.429 18.5 B Lpro 329 0.006 0.186 L 0.012 5.3 A * TR 1171 0.144 0.343 TR 0.418 18.7 B SB Lper 281 0.000 0.429 11.6 B * Lpro 329 0.101 0.186 L 0.292 7.5 A TR 1164 0.048 0.343 TR 0.140 16.1 B Intersection: Delay = 17.3sec/veh Int. LOS=B Xc= 0.44 * Critical Lane Group (v/s)Crit= 0.34 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus SIte R Marvin Peak AM Hour Graf Street/S 19th Avenue 6/9/19 Case: Graf & 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 8.3 0.0 TR 1 / 2 15.8 0.0 All 12.2 0.0 WB L 0 / 1 11.6 0.0 TR 1 / 2 20.7 0.0 All 20.5 0.0 NB L 0 / 2 11.5 0.0 TR 3 / 5 13.2 0.0 All 13.2 0.0 SB L 1 / 3 14.5 0.0 TR 1 / 3 16.6 0.0 All 15.8 0.0 Intersect. 14.7 SIG/Cinema v3.08 Marvin & Associates Page 2 87 63 12 7 26 178 9 421 40 160 125 37 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 5/9/19 Case: Graf & 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 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 59 0.96 2 38 0.96 2 17 0.96 2 46 0.96 2 56 0.96 2 130 0.96 2 17 0.96 2 230 0.96 5 19 0.96 2 168 0.96 2 369 0.96 5 168 0.96 2 5 5 0 0 --- --- 65 0 0 0 --- --- 5 5 0 0 --- --- 80 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 315 0.048 0.250 L 0.194 21.4 C 21.2 C TR 448 0.030 0.250 TR 0.118 20.9 C WB L 335 0.036 0.250 L 0.143 21.1 C 21.7 C * TR 428 0.074 0.250 TR 0.294 22.0 C NB Lper 276 0.000 0.417 17.0 B Lpro 369 0.010 0.208 L 0.028 5.6 A TR 1135 0.075 0.333 TR 0.225 17.8 B SB Lper 400 0.000 0.417 16.2 B * Lpro 369 0.099 0.208 L 0.228 6.4 A * TR 1124 0.141 0.333 TR 0.423 19.8 B Intersection: Delay = 17.6sec/veh Int. LOS=B Xc= 0.40 * Critical Lane Group (v/s)Crit= 0.31 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin Peak PM Hour Graf Street/S 19th Avenue 5/9/19 Case: Graf & 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 8.6 0.0 TR 1 / 2 14.4 0.0 All 11.8 0.0 WB L 1 / 1 7.8 0.0 TR 3 / 4 17.1 0.0 All 15.9 0.0 NB L 0 / 1 14.6 0.0 TR 2 / 3 14.2 0.0 All 14.2 0.0 SB L 1 / 3 16.7 0.0 TR 4 / 6 14.0 0.0 All 14.3 0.0 Intersect. 14.3 SIG/Cinema v3.08 Marvin & Associates Page 2 59 38 17 46 56 130 17 230 19 168 369 168 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 MOVEMENT SUMMARY Site: 1 [Graf & 11th Ave AM Existing Plus Site] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: S 11th Avenue 3 L2 87 1.5 0.185 5.3 LOS A 0.8 21.4 0.45 0.34 0.45 24.3 8 T1 79 1.7 0.185 5.3 LOS A 0.8 21.4 0.45 0.34 0.45 23.9 18 R2 20 6.7 0.185 5.5 LOS A 0.8 21.4 0.45 0.34 0.45 23.5 Approach 186 2.1 0.185 5.3 LOS A 0.8 21.4 0.45 0.34 0.45 24.0 East: Graf Street 1 L2 9 14.3 0.263 6.3 LOS A 1.3 33.2 0.45 0.32 0.45 24.8 6 T1 183 0.7 0.263 5.9 LOS A 1.3 33.2 0.45 0.32 0.45 24.2 16 R2 87 1.5 0.263 5.9 LOS A 1.3 33.2 0.45 0.32 0.45 23.6 Approach 279 1.4 0.263 5.9 LOS A 1.3 33.2 0.45 0.32 0.45 24.0 North: S 11th Avenue 7 L2 32 4.2 0.075 4.3 LOS A 0.3 7.9 0.40 0.27 0.40 24.8 4 T1 21 6.3 0.075 4.4 LOS A 0.3 7.9 0.40 0.27 0.40 24.5 14 R2 21 6.3 0.075 4.4 LOS A 0.3 7.9 0.40 0.27 0.40 23.9 Approach 74 5.4 0.075 4.3 LOS A 0.3 7.9 0.40 0.27 0.40 24.4 West: Graf Street 5 L2 74 1.8 0.268 5.2 LOS A 1.5 37.0 0.23 0.10 0.23 24.5 2 T1 183 0.7 0.268 5.2 LOS A 1.5 37.0 0.23 0.10 0.23 24.1 12 R2 86 1.5 0.268 5.2 LOS A 1.5 37.0 0.23 0.10 0.23 23.6 Approach 342 1.2 0.268 5.2 LOS A 1.5 37.0 0.23 0.10 0.23 24.1 All Vehicles 880 1.8 0.268 5.4 LOS A 1.5 37.0 0.36 0.24 0.36 24.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Thursday, May 09, 2019 4:02:50 PM Project: C:\Users\Robert-M\Desktop\19-915 Nexus & Graf Apts TIS\Capacity\Existing Plus\Graf & 11th Exist Plus AM.sip8 MOVEMENT SUMMARY Site: 1 [Graf & 11th Ave PM Existing Plus Site] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: S 11th Avenue 3 L2 29 4.0 0.052 4.1 LOS A 0.2 5.4 0.40 0.26 0.40 24.7 8 T1 16 7.1 0.052 4.2 LOS A 0.2 5.4 0.40 0.26 0.40 24.4 18 R2 5 25.0 0.052 4.8 LOS A 0.2 5.4 0.40 0.26 0.40 24.3 Approach 51 7.0 0.052 4.2 LOS A 0.2 5.4 0.40 0.26 0.40 24.6 East: Graf Street 1 L2 44 2.7 0.169 4.4 LOS A 0.8 20.5 0.25 0.12 0.25 24.9 6 T1 154 0.8 0.169 4.3 LOS A 0.8 20.5 0.25 0.12 0.25 24.4 16 R2 11 11.1 0.169 4.6 LOS A 0.8 20.5 0.25 0.12 0.25 24.1 Approach 208 1.7 0.169 4.4 LOS A 0.8 20.5 0.25 0.12 0.25 24.5 North: S 11th Avenue 7 L2 61 1.9 0.180 5.0 LOS A 0.8 21.1 0.40 0.28 0.40 24.5 4 T1 47 2.5 0.180 5.0 LOS A 0.8 21.1 0.40 0.28 0.40 24.1 14 R2 85 1.4 0.180 5.0 LOS A 0.8 21.1 0.40 0.28 0.40 23.5 Approach 193 1.8 0.180 5.0 LOS A 0.8 21.1 0.40 0.28 0.40 24.0 West: Graf Street 5 L2 46 2.6 0.230 5.2 LOS A 1.2 29.1 0.35 0.21 0.35 24.6 2 T1 173 0.7 0.230 5.2 LOS A 1.2 29.1 0.35 0.21 0.35 24.2 12 R2 48 2.4 0.230 5.2 LOS A 1.2 29.1 0.35 0.21 0.35 23.7 Approach 267 1.3 0.230 5.2 LOS A 1.2 29.1 0.35 0.21 0.35 24.2 All Vehicles 719 2.0 0.230 4.8 LOS A 1.2 29.1 0.34 0.21 0.34 24.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Thursday, May 09, 2019 4:05:18 PM Project: C:\Users\Robert-M\Desktop\19-915 Nexus & Graf Apts TIS\Capacity\Existing Plus\Graf & 11th Exist Plus PM.sip8 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Arnold Agency/Co.MArvin & Associates Jurisdiction City of Bozeman Date Performed 5/9/19 East/West Street Arnold Street Analysis Year 2019 North/South Street S 19th Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Nexus Points & Graf Apartments 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 1 2 0 0 0 2 0 Configuration LR L T T TR Volume (veh/h)88 17 0 8 678 305 36 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 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)114 9 Capacity, c (veh/h)501 1199 v/c Ratio 0.23 0.01 95% Queue Length, Q₉₅ (veh)0.9 0.0 Control Delay (s/veh)14.3 8.0 Level of Service (LOS)B A Approach Delay (s/veh)14.3 0.1 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/9/2019 4:10:37 PM S19th & Arnold AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Arnold Agency/Co.MArvin & Associates Jurisdiction City of Bozeman Date Performed 5/9/19 East/West Street Arnold Street Analysis Year 2019 North/South Street S 19th Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Nexus Points & Graf Apartments 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 1 2 0 0 0 2 0 Configuration LR L T T TR Volume (veh/h)62 12 0 17 411 625 90 Percent Heavy Vehicles (%)0 0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.9 4.1 Critical Headway (sec)6.80 6.90 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)80 18 Capacity, c (veh/h)377 848 v/c Ratio 0.21 0.02 95% Queue Length, Q₉₅ (veh)0.8 0.1 Control Delay (s/veh)17.1 9.3 Level of Service (LOS)C A Approach Delay (s/veh)17.1 0.4 Approach LOS C Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/9/2019 4:12:09 PM S19th & Arnold PM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Graf & Site Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 5/9/19 East/West Street Graf Street Analysis Year 2019 North/South Street Site Access Time Analyzed Peak AM Exsiting Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf Apartments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 113 52 20 49 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided 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)0 53 Capacity, c (veh/h)1533 794 v/c Ratio 0.00 0.07 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)7.3 9.9 Level of Service (LOS)A A Approach Delay (s/veh)0.0 9.9 Approach LOS A Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/9/2019 4:07:16 PM Graf & Site Access AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Graf & Site Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 5/9/19 East/West Street Graf Street Analysis Year 2019 North/South Street Site Access Time Analyzed Peak PM Exsiting Plus Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf Apartments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)0 79 123 51 35 0 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided 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)0 38 Capacity, c (veh/h)1397 737 v/c Ratio 0.00 0.05 95% Queue Length, Q₉₅ (veh)0.0 0.2 Control Delay (s/veh)7.6 10.1 Level of Service (LOS)A B Approach Delay (s/veh)0.0 10.1 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/9/2019 4:08:45 PM Graf & Site Access PM Exist Plus.xtw Appendix C-3 FUTURE CAPACITY CALCULATIONS HCM Analysis Summary S 19th & Stucky R Marvin Peak AM Hour Future Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 5/10/19 Case: 19th & Stucky AM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 255 0.96 1 50 0.96 1 38 0.96 1 20 0.96 1 30 0.96 1 105 0.96 1 107 0.96 1 934 0.96 4 30 0.96 1 55 0.96 1 478 0.96 4 240 0.96 1 12 5 0 0 --- --- 60 5 0 0 --- --- 5 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 12345678Ped Only LTP LTP LTP L L LTP LTP 0 19.0 4.0 0.0 11.0 3.5 1.5 8.0 4.0 0.0 28.5 4.0 1.5 Actuated 85.0 Sec 18.5 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 197 0.000 0.188 17.2 B * Lpro 399 0.149 0.224 L 0.446 17.6 B TR 713 0.044 0.400 TR 0.111 16.0 B WB L 171 0.016 0.129 L 0.123 32.8 C 33.9 C * TR 220 0.046 0.129 TR 0.355 34.1 C NB Lper 168 0.000 0.400 33.0 C * Lpro 168 0.062 0.094 L 0.330 15.7 B * TR 1159 0.289 0.335 TR 0.862 34.9 C SB Lper 88 0.000 0.400 25.6 C Lpro 168 0.032 0.094 L 0.223 16.7 B TR 1123 0.208 0.335 TR 0.620 26.3 C Intersection: Delay = 28.2sec/veh Int. LOS=C Xc= 0.70 * Critical Lane Group (v/s)Crit= 0.55 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results S 19th & Stucky R Marvin Peak AM Hour Future Stucky Road/S 19th Avenue 5/10/19 Case: 19th & Stucky AM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 5 8.8 0.0 TR 2 / 3 20.8 0.0 All 13.4 0.0 WB L 0 / 1 5.1 0.0 TR 2 / 3 14.1 0.0 All 13.5 0.0 NB L 2 / 3 9.4 0.0 TR 9 / 10 10.1 0.0 All 10.1 0.0 SB L 1 / 2 10.4 0.0 TR 6 / 7 11.5 0.0 All 11.4 0.0 Intersect. 11.1 SIG/Cinema v3.08 Marvin & Associates Page 2 255 50 38 20 30 105 107 934 30 55 478 240 1 19 04 2 10 24 2 10 24 3 8 04 3 8 04 4 28 24 4 28 24 HCM Analysis Summary S 19th & Stucky R Marvin Peak PM Hour 2038 Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 5/10/19 Case: 19th & Stucky PM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 255 0.96 1 40 0.96 1 50 0.96 1 20 0.96 1 50 0.96 1 65 0.96 1 65 0.96 1 617 0.96 4 60 0.96 1 160 0.96 1 1053 0.96 4 260 0.96 1 15 5 0 0 --- --- 35 5 0 0 --- --- 15 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 12345678Ped Only LTP LTP LTP L L LTP LTP 0 13.0 4.0 0.0 10.0 3.5 1.5 8.0 4.0 0.0 32.0 3.5 1.5 Actuated 81.0 Sec 18.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 188 0.000 0.185 20.8 C * Lpro 287 0.149 0.160 L 0.560 21.4 C TR 582 0.045 0.333 TR 0.134 18.9 B WB L 163 0.016 0.123 L 0.129 31.8 C 32.8 C * TR 218 0.047 0.123 TR 0.381 33.1 C NB Lper 93 0.000 0.457 19.6 B Lpro 176 0.038 0.099 L 0.253 16.7 B TR 1357 0.201 0.395 TR 0.508 19.9 B SB Lper 222 0.000 0.457 40.0 D * Lpro 176 0.093 0.099 L 0.420 13.3 B * TR 1349 0.385 0.395 TR 0.976 43.4 D Intersection: Delay = 31.5sec/veh Int. LOS=C Xc= 0.87 * Critical Lane Group (v/s)Crit= 0.67 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results S 19th & Stucky R Marvin Peak PM Hour 2038 Stucky Road/S 19th Avenue 5/10/19 Case: 19th & Stucky PM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 6 7.6 0.0 TR 1 / 3 22.6 0.0 All 12.8 0.0 WB L 0 / 1 5.6 0.0 TR 2 / 3 12.1 0.0 All 11.7 0.0 NB L 1 / 2 9.3 0.0 TR 5 / 7 13.1 0.0 All 12.8 0.0 SB L 3 / 5 9.3 0.0 TR 10 / 13 10.7 0.0 All 10.6 0.0 Intersect. 11.4 SIG/Cinema v3.08 Marvin & Associates Page 2 255 40 50 20 50 65 65 617 60 160 1053 260 1 13 04 2 9 24 2 9 24 3 8 04 3 8 04 4 31 24 4 31 24 HCM Analysis Summary Future Plus SIte R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 5/10/19 Case: Graf & 19th AM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 211 0.92 2 121 0.92 2 48 0.92 2 30 0.92 2 73 0.92 2 302 0.92 2 21 0.92 2 445 0.92 5 90 0.92 2 247 0.92 2 183 0.92 5 82 0.92 2 25 5 0 0 --- --- 150 0 0 0 --- --- 40 5 0 0 --- --- 40 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 24.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 76.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 310 0.233 0.316 L 0.739 31.2 C 26.5 C TR 574 0.086 0.316 TR 0.274 19.6 B WB L 385 0.027 0.316 L 0.086 18.3 B 20.7 C TR 529 0.146 0.316 TR 0.461 21.1 C NB Lper 382 0.000 0.395 22.1 C Lpro 303 0.013 0.171 L 0.034 7.5 A * TR 1079 0.157 0.316 TR 0.499 22.8 C SB Lper 225 0.000 0.395 16.1 B * Lpro 303 0.151 0.171 L 0.508 12.8 B TR 1065 0.073 0.316 TR 0.230 19.7 B Intersection: Delay = 21.1sec/veh Int. LOS=C Xc= 0.68 * Critical Lane Group (v/s)Crit= 0.54 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus SIte R Marvin Peak AM Hour Graf Street/S 19th Avenue 5/10/19 Case: Graf & 19th AM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 6 7.7 0.0 TR 3 / 4 16.7 0.0 All 12.4 0.0 WB L 1 / 2 6.3 0.0 TR 3 / 5 18.2 0.0 All 17.3 0.0 NB L 0 / 1 16.2 0.0 TR 4 / 7 12.0 0.0 All 12.1 0.0 SB L 3 / 4 12.7 0.0 TR 3 / 6 13.1 0.0 All 12.9 0.0 Intersect. 13.3 SIG/Cinema v3.08 Marvin & Associates Page 2 211 121 48 30 73 302 21 445 90 247 183 82 1 23 24 1 23 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Future Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 5/10/19 Case: Graf & 19th PM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 149 0.96 2 56 0.96 2 42 0.96 2 75 0.96 2 90 0.96 2 186 0.96 2 63 0.96 2 350 0.96 5 30 0.96 2 229 0.96 2 491 0.96 5 262 0.96 2 20 5 0 0 --- --- 90 0 0 0 --- --- 15 5 0 0 --- --- 100 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 271 0.143 0.250 L 0.572 25.5 C 24.1 C TR 445 0.046 0.250 TR 0.182 21.3 C WB L 326 0.060 0.250 L 0.239 21.7 C 22.7 C TR 430 0.113 0.250 TR 0.451 23.1 C NB Lper 184 0.000 0.417 17.0 B Lpro 369 0.037 0.208 L 0.119 6.8 A TR 1138 0.112 0.333 TR 0.335 18.8 B SB Lper 326 0.000 0.417 18.7 B * Lpro 369 0.135 0.208 L 0.344 7.5 A * TR 1114 0.203 0.333 TR 0.610 22.6 C Intersection: Delay = 19.5sec/veh Int. LOS=B Xc= 0.61 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Site R Marvin Peak PM Hour Graf Street/S 19th Avenue 5/10/19 Case: Graf & 19th PM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 7.3 0.0 TR 2 / 4 16.9 0.0 All 12.0 0.0 WB L 1 / 2 7.3 0.0 TR 3 / 5 16.2 0.0 All 14.6 0.0 NB L 1 / 2 13.3 0.0 TR 3 / 4 13.7 0.0 All 13.7 0.0 SB L 2 / 6 15.5 0.0 TR 5 / 7 13.2 0.0 All 13.6 0.0 Intersect. 13.6 SIG/Cinema v3.08 Marvin & Associates Page 2 149 56 42 75 90 186 63 350 30 229 491 262 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 MOVEMENT SUMMARY Site: 1 [Graf & 11th Ave AM Future] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: S 11th Avenue 3 L2 153 0.9 0.449 10.8 LOS B 2.7 69.3 0.70 0.81 0.91 22.9 8 T1 146 0.9 0.449 10.8 LOS B 2.7 69.3 0.70 0.81 0.91 22.5 18 R2 41 3.2 0.449 10.9 LOS B 2.7 69.3 0.70 0.81 0.91 22.1 Approach 339 1.2 0.449 10.8 LOS B 2.7 69.3 0.70 0.81 0.91 22.6 East: Graf Street 1 L2 14 9.1 0.597 13.2 LOS B 5.9 147.6 0.75 0.96 1.15 22.9 6 T1 343 0.4 0.597 12.8 LOS B 5.9 147.6 0.75 0.96 1.15 22.5 16 R2 172 0.8 0.597 12.8 LOS B 5.9 147.6 0.75 0.96 1.15 22.0 Approach 530 0.7 0.597 12.8 LOS B 5.9 147.6 0.75 0.96 1.15 22.3 North: S 11th Avenue 7 L2 80 1.6 0.206 6.7 LOS A 0.9 22.6 0.57 0.53 0.57 23.9 4 T1 41 3.2 0.206 6.8 LOS A 0.9 22.6 0.57 0.53 0.57 23.5 14 R2 43 3.0 0.206 6.7 LOS A 0.9 22.6 0.57 0.53 0.57 23.0 Approach 164 2.4 0.206 6.7 LOS A 0.9 22.6 0.57 0.53 0.57 23.6 West: Graf Street 5 L2 121 1.1 0.538 9.2 LOS A 4.1 102.8 0.49 0.31 0.49 23.5 2 T1 372 0.4 0.538 9.2 LOS A 4.1 102.8 0.49 0.31 0.49 23.1 12 R2 146 0.9 0.538 9.2 LOS A 4.1 102.8 0.49 0.31 0.49 22.6 Approach 639 0.6 0.538 9.2 LOS A 4.1 102.8 0.49 0.31 0.49 23.1 All Vehicles 1674 0.9 0.597 10.4 LOS B 5.9 147.6 0.63 0.64 0.79 22.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Friday, May 10, 2019 4:05:01 PM Project: C:\Users\Robert-M\Desktop\19-915 Nexus & Graf Apts TIS\Capacity\Future\Graf & 11th Future AM.sip8 MOVEMENT SUMMARY Site: 1 [Graf & 11th Ave PM Future] Roundabout with 1-lane approaches and circulating road MUTCD (FHWA 2009) example number: 2B-22 Roundabout Guide (TRB 2010) example number: A-1 Site Category: (None) Roundabout Movement Performance - Vehicles Demand Flows 95% Back of QueueMov ID Turn Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Aver. No. Cycles Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft mph South: S 11th Avenue 3 L2 36 3.2 0.079 4.8 LOS A 0.3 8.1 0.48 0.37 0.48 24.5 8 T1 25 4.8 0.079 4.9 LOS A 0.3 8.1 0.48 0.37 0.48 24.2 18 R2 7 16.7 0.079 5.4 LOS A 0.3 8.1 0.48 0.37 0.48 23.9 Approach 68 5.2 0.079 4.9 LOS A 0.3 8.1 0.48 0.37 0.48 24.3 East: Graf Street 1 L2 19 6.3 0.337 6.3 LOS A 2.0 49.7 0.32 0.18 0.32 24.6 6 T1 276 0.4 0.337 6.1 LOS A 2.0 49.7 0.32 0.18 0.32 24.1 16 R2 119 1.0 0.337 6.1 LOS A 2.0 49.7 0.32 0.18 0.32 23.5 Approach 414 0.9 0.337 6.1 LOS A 2.0 49.7 0.32 0.18 0.32 23.9 North: S 11th Avenue 7 L2 107 1.1 0.277 6.5 LOS A 1.4 34.2 0.52 0.42 0.52 23.9 4 T1 60 2.0 0.277 6.6 LOS A 1.4 34.2 0.52 0.42 0.52 23.6 14 R2 101 1.2 0.277 6.5 LOS A 1.4 34.2 0.52 0.42 0.52 23.0 Approach 268 1.3 0.277 6.5 LOS A 1.4 34.2 0.52 0.42 0.52 23.5 West: Graf Street 5 L2 41 2.9 0.332 6.5 LOS A 1.8 46.4 0.43 0.29 0.43 24.4 2 T1 255 0.5 0.332 6.4 LOS A 1.8 46.4 0.43 0.29 0.43 23.9 12 R2 78 1.5 0.332 6.5 LOS A 1.8 46.4 0.43 0.29 0.43 23.4 Approach 374 0.9 0.332 6.4 LOS A 1.8 46.4 0.43 0.29 0.43 23.9 All Vehicles 1125 1.3 0.337 6.2 LOS A 2.0 49.7 0.41 0.28 0.41 23.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: Traditional M1. HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: MARVIN & ASSOCIATES | Processed: Friday, May 10, 2019 4:07:09 PM Project: C:\Users\Robert-M\Desktop\19-915 Nexus & Graf Apts TIS\Capacity\Future\Graf & 11th Future PM.sip8 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Arnold Agency/Co.MArvin & Associates Jurisdiction City of Bozeman Date Performed 6/10/19 East/West Street Arnold Street Analysis Year 2019 North/South Street S 19th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Nexus Points & Graf Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)54 4 11 6 6 45 0 17 646 25 0 82 963 79 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)75 62 18 89 Capacity, c (veh/h)126 249 624 884 v/c Ratio 0.59 0.25 0.03 0.10 95% Queue Length, Q₉₅ (veh)3.0 1.0 0.1 0.3 Control Delay (s/veh)68.5 24.1 10.9 9.5 Level of Service (LOS)F C B A Approach Delay (s/veh)68.5 24.1 0.3 0.7 Approach LOS F C Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:15:38 PM S19th & Arnold AM Future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 19th & Arnold Agency/Co.MArvin & Associates Jurisdiction City of Bozeman Date Performed 6/10/19 East/West Street Arnold Street Analysis Year 2019 North/South Street S 19th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Nexus Points & Graf Apartments Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume (veh/h)54 4 11 6 6 45 0 17 646 25 0 82 963 79 Percent Heavy Vehicles (%)0 0 0 0 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec)7.50 6.50 6.90 7.50 6.50 6.90 4.10 4.10 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.50 4.00 3.30 3.50 4.00 3.30 2.20 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)75 62 18 89 Capacity, c (veh/h)126 249 624 884 v/c Ratio 0.59 0.25 0.03 0.10 95% Queue Length, Q₉₅ (veh)3.0 1.0 0.1 0.3 Control Delay (s/veh)68.5 24.1 10.9 9.5 Level of Service (LOS)F C B A Approach Delay (s/veh)68.5 24.1 0.3 0.7 Approach LOS F C Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:17:49 PM S19th & Arnold PM Future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Graf & Site Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 5/10/19 East/West Street Graf Street Analysis Year 2019 North/South Street Site Access Time Analyzed Peak AM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf Apartments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)3 332 157 20 48 6 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided 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)3 59 Capacity, c (veh/h)1393 518 v/c Ratio 0.00 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.4 Control Delay (s/veh)7.6 12.8 Level of Service (LOS)A B Approach Delay (s/veh)0.1 12.8 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:19:26 PM Graf & Site Access AM Future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection Graf & Site Access Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 5/10/19 East/West Street Graf Street Analysis Year 2019 North/South Street Site Access Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf Apartments Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume (veh/h)6 214 365 49 32 4 Percent Heavy Vehicles (%)0 0 0 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided 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)7 39 Capacity, c (veh/h)1121 435 v/c Ratio 0.01 0.09 95% Queue Length, Q₉₅ (veh)0.0 0.3 Control Delay (s/veh)8.2 14.1 Level of Service (LOS)A B Approach Delay (s/veh)0.3 14.1 Approach LOS B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:24:57 PM Graf & Site Access PM Future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 5/10/19 East/West Street Graf Street Analysis Year 2038 North/South Street S 27th Avenue Time Analyzed Peak AM Future Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf St Apartments 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 (veh/h)2 65 2 39 16 11 2 14 53 23 2 2 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 46 81 32 Capacity, c (veh/h)1565 1504 869 645 v/c Ratio 0.00 0.03 0.09 0.05 95% Queue Length, Q₉₅ (veh)0.0 0.1 0.3 0.2 Control Delay (s/veh)7.3 7.5 9.6 10.9 Level of Service (LOS)A A A B Approach Delay (s/veh)0.2 4.5 9.6 10.9 Approach LOS A B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:26:04 PM S 27th Graf AM Future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 6/10/19 East/West Street Graf Street Analysis Year 2038 North/South Street S 27th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Nexus Point & Graf St Apartments 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 (veh/h)2 39 2 64 71 26 2 8 37 17 21 2 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized 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)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 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)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2 75 55 47 Capacity, c (veh/h)1461 1544 855 570 v/c Ratio 0.00 0.05 0.06 0.08 95% Queue Length, Q₉₅ (veh)0.0 0.2 0.2 0.3 Control Delay (s/veh)7.5 7.5 9.5 11.9 Level of Service (LOS)A A A B Approach Delay (s/veh)0.4 3.2 9.5 11.9 Approach LOS A B Copyright © 2019 University of Florida. All Rights Reserved. HCS™ TWSC Version 7.8 Generated: 5/10/2019 4:27:11 PM S 27th Graf PM Future.xtw