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Appendix I - Traffic Impact Study 01_13_2021
EASTLAKE PROFESSIONAL CENTER TRAFFIC IMPACT STUDY 20138 Mr. Alex Edwards TD&H Engineering 234 E. Babcock, Suite 3 Bozeman, MT 59715 November 2020 Eastlake Professional Center TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 4 Bicycle/Pedestrian Facilities ................................................................................................................ 6 Traffic Volumes.................................................................................................................................. 6 Crash History .................................................................................................................................... 8 Intersection Capacity ....................................................................................................................... 10 TRIP GENERATION ................................................................................................................................ 10 TRIP DISTRIBUTION ............................................................................................................................... 12 TRAFFIC ASSIGNMENT .......................................................................................................................... 13 TRAFFIC IMPACTS ................................................................................................................................. 13 Traffic Volumes................................................................................................................................ 13 Intersection Capacity ....................................................................................................................... 13 Mitigation Alternatives ..................................................................................................................... 18 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 21 Conclusions .................................................................................................................................... 21 Recommendations ........................................................................................................................... 22 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2020) APPENDIX C – INTERNAL CAPTURE WORKSHEETS APPENDIX D – CAPACITY CALCULATIONS –FULL BUILDOUT (2026) APPENDIX E – AUXILIARY TURN LANE WARRANTS APPENDIX F – CAPACITY CALCULATIONS – FULL BUILDOUT (2026) – IMPROVEMENTS LIST OF TABLES TABLE 1: INTERSECTION CRASH FREQUENCY/SEVERITY SUMMARY ......................................................... 8 TABLE 2: INTERSECTION CRASH COLLISION TYPES ................................................................................. 9 TABLE 3: EXISTING CONDITIONS (2020) CAPACITY CALCULATION SUMMARY ...................................... 11 TABLE 4: FULL BUILDOUT (2026) TRIP GENERATION SUMMARY ............................................................. 12 Eastlake Professional Center TIS ii TABLE 5: FULL BUILDOUT (2026) CAPACITY CALCULATION SUMMARY ............................................. 16-17 TABLE 6: EXISTING AND FULL BUILDOUT (2026) TURN WARRANT SUMMARY ........................................ 19 TABLE 7: FULL BUILDOUT (2026) IMPROVED CAPACITY CALCULATIONS ............................................... 20 LIST OF FIGURES FIGURE 1: SITE LOCATION ..................................................................................................................... 2 FIGURE 2: FULL BUILD OUT SITE PLAN .................................................................................................... 3 FIGURE 3: EXISTING (2020) TRAFFIC VOLUMES ....................................................................................... 7 FIGURE 4: FULL BUILDOUT (2026) TRIP DISTRIBUTION AND ASSIGNMENTS .......................................... 14 FIGURE 5: FULL BUILDOUT (2026) TRAFFIC VOLUMES .......................................................................... 15 Eastlake Professional Center TIS 1 INTRODUCTION This traffic impact study (TIS) summarizes the projected impacts associated the Eastlake Professional Center in Bozeman, Montana. The purpose of the study was to assess the traffic-related impacts that the project may have on the surrounding transportation system and to provide recommendations to mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made in this report are based on professional judgment and these principles. SITE LOCATION & DESCRIPTION The Eastlake Professional Center development site is generally located on the southeast lot of the intersection of North 27th Avenue/East Valley Center Road. The site is bordered by Billings Clinic Development to the west, Interstate 90 to the north, and by undeveloped properties to the south and east. The legal description of the property is Lot 2A of Minor Subdivision 221E in Section 26, Township 1 South, Range 5 East in Gallatin County, Montana. Figure 1 on the following page depicts the study area, including key intersections, and the location of the project. SITE DEVELOPMENT PLAN The current master plan for the Eastlake Professional Center proposes construction of approximately 31,800 square feet (SF) of general office space and 76,800 SF of retail space. Access to the Eastlake Professional Center site is planned via full movement approaches on street connections to North 27th Avenue and Honor Lane (future). As of this writing, it is expected that the development will construct two connections to North 27th Avenue (approximately 350 feet and 750 feet south of East Valley Center Road) and one connection on the currently proposed Honor Lane (approximately 200 feet east of North 27th Avenue). On-site parking for the Eastlake Professional Center site will be accommodated via dedicated parking lots. Buildout and occupancy of the Eastlake Professional Center site is projected for. Figure 2 on page 3 shows the size and location of the site, including new access roadways. EXISTING CONDITIONS Streets The proposed development of this project site will have a direct impact on the adjacent streets and intersections. The following paragraphs describe the existing area roadways that are most likely to be affected by the traffic volumes generated by this development. Catamount Street Catamount Street is classified as a local street by the Montana Department of Transportation (MDT) functional classification system and as a minor arterial in the Bozeman Transportation Master Plan. Between Davis Lane and North 27th Avenue, Catamount Street has a two-lane typical section with bike lanes, curb and gutter, and sidewalk on both sides. The posted speed limit on Catamount Street is 25 mph. Cattail Street Cattail Street is classified as a local street by MDT and as a collector by the City of Bozeman. Between Davis Lane and North 27th Avenue, Cattail Street has a paved surface width of approximately 35 feet with no pavement markings except at crosswalks, and curb and gutter and sidewalk along both sides. Between North 27th Avenue and North 19th Avenue, Cattail Eastlake Professional Center TIS 2 Figure 1: Site Location Eastlake Professional Center TIS 3 Figure 2: Full Buildout Site Plan Eastlake Professional Center TIS 4 street has a paved surface width of approximately 45 feet with no curb and gutter or pavement markings to delineate lanes or shoulders. In this stretch, there is sidewalk along the north side. The posted speed limit on Cattail Street is 25 mph. Davis Lane Davis Lane is classified as a local street by MDT and as a minor arterial by the City of Bozeman. Davis Lane has a two-lane typical section with gravel shoulders from East Valley Center Road to approximately ¼ mile north of Catamount Street where it then has curb and gutter on both sides and sidewalk on the east side. The posted speed limit on Davis Lane is 35 mph. East Valley Center Road East Valley Center Road is classified as a minor arterial by MDT and as a principal arterial by the City of Bozeman. West of North 27th Avenue, East Valley Center Road has a two-lane typical section with paved shoulders and the posted speed limit is 60 mph. East of North 27th Avenue, the street is median-separated with two lanes eastbound and one lane westbound, and with a left-turn lane onto North 27th Avenue. The street has paved shoulders and the posted speed limit in this section is 45 mph. North 19th Avenue North 19th Avenue is classified as a principal arterial by both MDT and the City of Bozeman. Adjacent to the project site, North 19th Avenue has a four-lane, median-separated typical section with dedicated turn lanes at the intersections with Valley Center Road, Cattail Street, and two private approaches. There is an eight-foot wide multi-use path along the west side of the street between Cattail Street and Valley Center Road and on the east side along the frontage of the Ford dealership. The street has paved shoulders and a posted speed limit of 40 mph. North 27th Avenue North 27th Avenue is classified as a local street by MDT and as a collector by the City of Bozeman. North 27th Avenue has a two-lane typical section with paved shoulders starting at East Valley Center Road and extending south approximately 900 feet to the north property boundary for the Bozeman School District #7 property. The School District property has access onto North 27th Avenue. South of the school district property the typical section includes bike lanes in both directions, on-street, parallel parking on the west side, and both curb and gutter, and sidewalk on both sides. The sidewalk ends at Catron Street and begins again on the west side only at Cattail Street. The posted speed limit is 25 mph. I-90 Eastbound Off-Ramp The I-90 Eastbound off-ramp is a one lane exit from the interstate with asphalt shoulders and is approximately 2400 feet long. It terminates at North 19th Avenue with a shared through/left-turn lane and a right-turn lane. I-90 Eastbound On-Ramp The I-90 Eastbound on-ramp is one lane with asphalt shoulders and is approximately 970 feet long. Intersections The following paragraphs describe the existing major street intersections that are adjacent to the development site and will potentially be impacted by the new development. Eastlake Professional Center TIS 5 North 19th Avenue / I-90 Eastbound Ramps The intersection of North 19th Avenue and the off-ramp for I-90 Eastbound is a four-legged intersection that is controlled with a traffic signal. The south approach has a through lane and a right slip ramp onto I-90 Eastbound. The north approach has a left-turn lane and a through lane. The exit ramp has two lanes, a shared through/left-turn lane and a dedicated right-turn lane. East Valley Center Road / North 19th Avenue The intersection of East Valley Center Road and North 19th Avenue is a four-legged intersection that is controlled with a traffic signal. The west approach (Valley Center Road) has a shared through/left and a dedicated right-turn lane. The east approach has a dedicated left-turn lane and a shared through/right lane. The north approach (North 19th Avenue) has two dedicated through lanes, a right-turn lane, and left-turn lane. The south approach has dual, dedicated left-turn lanes, a dedicated through lane and a shared through/right-turn lane. The traffic signal is coordinated with the North 19th Avenue signals. The south approach is served by a protected left-turn phase, and the west approach has a right-turn overlap. Cattail Street / North 19th Avenue The intersection of Cattail Street and North 19th Avenue is a four-legged intersection that is controlled with a traffic signal. Each approach has a dedicated left-turn lane. The east and west approaches (Cattail Street) both have shared through/right- turn lanes. The north approach (North 19th Avenue) has two dedicated through lanes and a dedicated right-turn lane. The south approach has a dedicated through lane and a shared through/right-turn lane. The traffic signal operates with eight phases and is fully actuated. All four approaches are served by protected left-turn phases, and the southbound approach has a right-turn overlap. East Valley Center Road / North 27th Avenue The intersection of East Valley Center Road and North 27th Avenue is a three-legged intersection that is stop-controlled on the south approach (North 27th Avenue). The south approach has dedicated left- and right-turn lanes, the east approach has dedicated through and left-turn lanes, and the west approach has a single, shared-movement lane. All three intersection legs have single outbound lanes. Cattail Street / North 27th Avenue The intersection of Cattail Street and North 27th Avenue is a three-legged intersection that is stop-controlled on the west leg (Cattail Street). All legs have single entering and exiting lanes (no auxiliary turn bays) Catamount Street / North 27th Avenue The intersection of Catamount Street and North 27th Avenue is a four-legged intersection that is stop-controlled on the east and west approaches (Catamount Street). All legs have single entering and exiting lanes (no auxiliary turn bays). Catamount Street / Davis Lane The intersection of Catamount Street and Davis Lane is a four-legged intersection that is stop-controlled on the east approach (Catamount Street). There is currently no control on the west leg, which is an unpaved private road (farm field access). All legs have single entering and exiting lanes (no auxiliary turn bays) and the entering lane on each leg allows for all turning movements. The west (private road) approach is offset approximately 12 feet to the south (centerline to centerline) from the east (Catamount Street) approach. Eastlake Professional Center TIS 6 Davis Lane / East Valley Center Road The intersection of Davis Lane and East Valley Center Road is a three-legged intersection that is stop-controlled on the south approach (Davis Lane). All legs have single entering and exiting lanes (no auxiliary turn bays). Bicycle/Pedestrian Facilities There are existing bike lanes on North 27th Avenue from Cattail Street north to the School District #7 parcel, as well as along Catamount Street between Davis Lane and North 27th Avenue. There is also a shared use path along the west side of North 27th Avenue between Cattail Street and Catamount Street. The Visionary Active Transportation Network anticipates that there will be bike lanes or shared use paths along East Valley Center Road, Davis Lane and Catamount Street. All subdivisions in the area also have developed sidewalks. It is recommended in the Bozeman Transportation Master Plan (TMP) that the northern portion of North 27th Avenue have bicycle lanes which would allow complete connectivity of the future active transportation network. There are bike lanes on North 27th Avenue north of Cattail Street and North 27th Avenue has sidewalks on both sides of the roadway. Cattail Street has a sidewalk on one side of the roadway that is listed as a “multi-use trail” in the Bozeman 2017 Transportation Master Plan. The Bozeman Transportation Master Plan references a project to add bicycle lanes on North 19th Avenue between East Valley Center Road and Durston Road. There is also a planned project to complete a connection of the shared use path on East Valley Center Road between Catron Street and North 19th Avenue. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for the intersections at North 19th Avenue/I-90 Eastbound Ramps, North 19th Avenue/East Valley Center Drive, North 19th Avenue/Cattail Street and North 27th Avenue/Cattail Street on Wednesday, July 29, 2020, Thursday, July 30, 2020, and Wednesday, September 30, 2020. Existing (2020) volumes at the intersections of Davis Lane/Easy Valley Center Road, Catamount Street/North 27th Avenue, Catamount Street/Davis Lane, and North 27th Avenue/East Valley Center Road were calculated from counts collected in June of 2018, with an annual growth rate of 4-percent applied for all movements. New traffic volume growth, as anticipated in the traffic impact studies from the nearby developments of WinCo Foods, Catron Crossing, Creekside Phase 1 and 2, and The Springs Living (currently at approximately 40% occupancy), as well as others were included in the growth calculation. In general, the weekday peak hour periods were found to occur from 7:30 to 8:30 AM and 4:45 to 5:45 PM for the counts collected in 2020. The PM peak hour was generally found to be from 5:00 to 6:00 PM for the counts collected in 2018. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors and a COVID-19 factor was applied to the 2020 counts based upon the MS2 website. The state of Montana recorded total traffic reductions of 10.8%, 7.9%, and 7.6% on July 29, 2020, July 30, 2020, and September 30, 2020, respectively. There was not found to be a notable reduction in state truck traffic for any of the three dates. Figure 3 on the following page summarizes the resulting calculated Existing Conditions (2020) peak hour turning movement volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A. Eastlake Professional Center TIS 7 Figure 3: Existing (2020) Traffic Volumes Eastlake Professional Center TIS 8 Crash History Historical crash data was obtained from MDT for the 5-year period from January 1, 2015 through December 31, 2019. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. The data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Table 1 (below) illustrates the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2020 and 2018 peak hour traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranged from 0.00 crashes/MVE to 0.47 crashes/MVE. As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs) and various physical and traffic environment-based conditions, such as lane configurations, traffic signal phasing, and approach speeds. The calculation results in a crashes-per-year prediction. Sanderson Stewart then back-calculated a frequency rate on the basis of million vehicles entering for the sake of comparison with the actual historical crash rate. The results of the calculations for this study showed that the historical crash rate is 1.6 and 1.4 times higher than the predicted crash frequency rate for the intersections of North 27th Avenue/Catamount Street and North 19th Avenue/Cattail Street, respectively. For the remaining study area intersections that were analyzed, the predicted HSM rates were greater than the historical crash rates. The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 below. Table 1. Intersection Crash Frequency/Severity Summary PDO Injury Fatality Average Crash Frequency (Crash/Yr) Crash Rate (Crash/M VE) Severity (Crash/ MVE) Predicted Average Crash Frequency (Crash/Yr) Predicted Crash Rate (Crash/M VE) N 19th Avenue/I-90 Eastbound Ramps 27,764 9 5 4 0 1.80 0.18 0.34 3.61 0.36 N 19th Avenue/East Valley Center Road 25,232 6 2 4 0 1.20 0.13 0.30 1.50 0.16 N 19th Avenue/Cattail Street 27,168 9 6 3 0 1.80 0.18 0.30 1.31 0.13 N 27th Avenue/ East Valley Center Road 18,874 0 0 0 0 0.00 0.00 0.00 0.10 0.01 N 27th Avenue/Cattail Street 1,640 0 0 0 0 0.00 0.00 0.00 0.17 0.28 N 27th Avenue/Catamount Street 3,533 3 2 1 0 0.60 0.47 0.78 0.39 0.30 Davis Lane/Catamount Street 3,873 0 0 0 0 0.00 0.00 0.00 0.35 0.25 Davis Lane/East Valley Center Road 8,493 3 2 1 0 0.60 0.19 0.32 0.69 0.22 1 Daily Entering Volume (DEV) estimated from 2020 peak hour counts and 2015 through 2019 MDT published ADTs 2 Crashes reported from January 1, 2015 to December 31, 2019 3 Crash rates expressed as crashes per million vehicles entering (MVE) ⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology HSM Predictions⁴ Intersection Crash Data3Crash Type 2015-2019 DEV1 Reported Crashes2 Eastlake Professional Center TIS 9 Severity index is defined as the weighted average by crash severity, including fatality, injury, and property damage only (PDO) crashes. Severity rate is defined as the crash rate multiplied by the severity index. Severity rates for study area intersections were in this case found to be relatively low. There were thirteen injury crashes reported at the study area intersections. Severity rate calculation results are also summarized in Table 1 on page 8. Sanderson Stewart also performed an analysis of collision classification to determine if any patterns could be identified. Table 2 below illustrates the results of that analysis, which showed that 44% and 67% of N 19th Avenue/I-90 Eastbound Ramps and North 19th Avenue/Cattail Street, respectively were classified as rear-end collisions. This is a common crash type at signalized intersections because the signalized control is dynamic, thereby requiring that drivers recognize and react to changing conditions in real time. At the intersection of North 19th Avenue/I-90 Eastbound Ramps, only one rear-end crash was associated with bad weather and pavement conditions. The rear-end crashes were noted to occur on the exit ramp, which may be attributed to drivers having a hard time anticipating vehicle gaps due to high speeds on southbound North 19th Avenue where the speed limit is posted at 40 mph and 85th percentile speeds are likely higher yet. Therefore, it is possible that the higher speeds in the corridor are contributing to the high percentage of rear-end collisions from the exit ramp. It should be noted that a traffic signal was installed at the intersection of North 19th Avenue/I-90 Eastbound Ramps in Summer 2019. This could be why there are 33% right-angle crashes which is a common crash type at unsignalized intersections. Two unsignalized study area intersections, North 27th Avenue/Catamount Street and Davis Lane/East Valley Center Road, had 67% of crashes caused by right-angles. Right-angle crashes typically occur at unsignalized intersections when drivers stop at a stop sign but then proceed when it is unsafe to do so. Often these crashes are caused by sight distance issues, drivers detecting approaching speeds of approaching vehicles incorrectly and high speeds on the main roadway. The crashes reported at the intersection of North 27th Avenue/Catamount Street occurred during daylight with good pavement conditions which suggests it may be due to bad judgement about the vehicular gap. At the intersection of Davis Lane/East Valley Center Road the two right-angle crashes occurred with wet and ice pavement conditions during the daylight. Glare was noted as a possible contributing figure in one crash. Table 2. Intersection Crash Collision Types Right Angle Rear End LT, OD LT, SD RT, SD Fixed Object Head On Other Total N 19th Avenue/I-90 Eastbound Ramps 3 4 0 1 0 0 1 0 9 N 19th Avenue/East Valley Center Road 2 2 0 0 1 0 0 1 6 N 19th Avenue/Cattail Street 1 6 1 0 0 0 1 0 9 N 27th Avenue/ East Valley Center Road 0 0 0 0 0 0 0 0 0 N 27th Avenue/Cattail Street 0 0 0 0 0 0 0 0 0 N 27th Avenue/Catamount Street 2 0 0 0 0 1 0 0 3 Davis Lane/Catamount Street 0 0 0 0 0 0 0 0 0 Davis Lane/East Valley Center Road 2 1 0 0 0 0 0 0 3 Collision Type Eastlake Professional Center TIS 10 Intersection Capacity Existing Conditions (2020) capacity calculations were performed for all study area intersection using Synchro, Version 10, which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a quantitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered a minimum acceptable threshold for operations in Montana-based communities, though exceptions are made in certain cases. The results of the Existing Conditions (2020) intersection capacity calculations showed that all unsignalized intersections operate at LOS C or better during both the AM and PM peak hours with minimal 95th percentile queuing. The Cattail Street/North 19th Avenue intersection operates at LOS E on the east and west approaches during the AM peak hour and LOS F on those approaches during the PM peak hour with moderate queuing on the north and south approaches. The North 19th Avenue/East Valley Center Road intersection operates at LOS D or worse on all except the southbound approach during both AM and PM peak hours with extreme queuing on the eastbound and northbound approaches during the PM peak hour. The North 19th Avenue/I-90 EB Ramps intersection operates at LOS D with long delays on the eastbound approach (LOS F) during both AM and PM peak hours. Queuing is moderate on the southbound approach and extreme on the northbound approach, especially during the PM peak hour. Table 3 on the following page displays the results of the Existing Conditions (2020) capacity calculations. Capacity calculation worksheets for each of the study area intersections can be found in Appendix B. TRIP GENERATION An accurate estimate of site-generated traffic must be made to analyze the impacts of a new development. This study utilized Trip Generation, 10th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source for determining trip generation projections. For the purposes of this study, trip generation was calculated using General Office Building (Land Use Code 710) and Shopping Center (Land Use Code 820). Table 4 (page 12) illustrates the results of the trip generation calculations for the Full Buildout (2026) scenario. At full buildout and occupancy, the Eastlake Professional Center is projected to generate a total of 3209 gross average weekday trips with 109 trips (77 entering/32 exiting) generated during the AM peak hour and 330 trips (147 entering/183 exiting) generated during the PM peak hour. Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, in order to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. Internal capture (IC) trips are those trips that do not have origins or destinations external to a project site. Since IC trips occur internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange. The Eastlake Professional Center development plan is likely to generate a significant number of internal capture trips due to the mixed-used nature of the project. Using standard ITE procedures, the development is projected to generate 74 weekday IC trips with 4 IC trips (2 entering/2 exiting) during the AM peak hour and 16 IC trips (8 entering/8 exiting) during the PM peak hour. The IC trip calculation results are summarized in Table 4. Internal capture calculation worksheets for this study are included in Appendix C. Eastlake Professional Center TIS 11 Table 3: Existing Conditions (2020) Capacity Calculations Summary Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 58.0 E 2 89.6 F 4 WB 59.6 E 2 81.1 F 3 NB 8.3 A 3 12.9 B 10 SB 18.3 B 5 0.8 A 11 Intersection 19.0 B --19.3 B -- EB 63.1 E 9 74.0 E 15 WB 38.8 D 1 43.8 D 2 NB 60.8 E 10 53.3 D 20 SB 3.9 A 9 2.8 A 10 Intersection 38.5 D --41.0 D -- EB 158.9 F 7 227.9 F 8 NB 2.4 A 20 3.8 A 40 SB 8.6 A 9 3.3 A 13 Intersection 52.4 D --48.5 D -- EB 9.2 A 1 10.5 B 1 NB 1.0 A 0 1.5 A 0 SB 0.0 A 0 0.0 A 0 Intersection 4.8 A --3.9 A -- EB 9.4 A 1 9.9 A 1 WB 9.5 A 1 10.9 B 1 NB 1.7 A 0 1.0 A 0 SB 0.0 A 0 0.2 A 0 Intersection 6.8 A --5.1 A -- EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.3 A 0 NB 10.8 B 1 12.6 B 1 Intersection 0.6 A --2.9 A -- WB 10.0 B 1 10.6 B 1 NB 0.0 A 0 0.0 A 0 SB 0.2 A 0 0.4 A 0 Intersection 1.4 A --0.9 A -- EB 0.0 A 0 0.0 A 0 WB 0.5 A 0 0.2 A 0 NB 12.8 B 1 20.4 C 3 Intersection 2.6 A --4.9 A -- Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (WB) Davis Lane & Catamount Street Intersection Control One-Way Stop Control (NB) North 27th Avenue & Cattail Street North 19th Avenue & I-90 EB Ramps Intersection Control One-Way Stop-Control (EB) North 27th Avenue & East Valley Center Road North 19th Avenue & Cattail Street Intersection Control Signalized North 19th Avenue & East Valley Center Road Intersection Control Signalized Intersection Control Intersection Approach Existing (2020) AM Peak PM Peak Signalized Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street Intersection Control One-Way Stop Control (NB) Eastlake Professional Center TIS 12 Pass-by trips are those trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets and gas stations. Since the project is planned to include retail land uses, pass-by trips are expected for the Full Buildout (2026) scenario. Based on standard ITE procedures, it was projected that 973 pass-by trips will be generated on a typical weekday, including 24 pass-by trips (15 entering/9 exiting) during the AM peak hour and 97 pass-by trips (46 entering/51 exiting) during the PM peak hour. Table 4 also summarizes the pass-by trip calculations results. A portion of the external trips generated by the Eastlake Professional Center could be made by alternate modes (walking, biking, transit), thereby reducing vehicular trips generated. Residents of adjacent residential neighborhoods or people staying at nearby, off-site hotels could potentially walk or bike to the project site. The site plan includes sidewalks on North 27th Avenue and the future Honor Lane, as well as sidewalk and crosswalks within the site. The Visionary Active Transportation Network anticipates that there will be either bike lanes or shared use paths along East Valley Center Road, Davis Lane and Catamount Street which should directly link the Eastlake Professional Center to these network streets and active transportation paths. It is unlikely that trips to the retail portion of the site will be made by walking or biking. In terms of transit potential, the closest Streamline Bus stop is at the intersection of Catron Street and North 27th Avenue, which is over ½ mile from the site. Given the above considerations, alternate mode trips were conservatively assumed to be negligible for the purposes of this study. With adjustments made for internal capture and pass-by trips, the Eastlake Professional Center is projected to generate 2162 net new external vehicular trips on a typical weekday with 81 trips (60 entering/21 exiting) during the AM peak hour and 217 trips (93 entering/124 exiting) during the PM peak hour. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined by several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of Table 4: Full Buildout (2026) Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit 31.8 1000 Sq. Ft. 310 155 155 37 32 5 37 6 31 Internal Capture Trips**37 6 31 2 1 1 8 2 6 76.8 1000 Sq. Ft. 2899 1449 1450 72 45 27 293 141 152 Internal Capture Trips**37 31 6 2 1 1 8 6 2 Pass-By Trips** (Avg. Rate = 34%) 973 482 491 24 15 9 97 46 51 3209 1604 1605 109 77 32 330 147 183 74 37 37 4 2 2 16 8 8 973 482 491 24 15 9 97 46 51 2162 1085 1077 81 60 21 217 93 124 (1) General Office Building - Land Use Code 710* Units = 1000 SF GFA Average Weekday Average Rate = 9.74 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 1.16 (86% entering, 14% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 1.15 (16% entering, 84% exiting) (2) Shopping Center - Land Use Code 820* Units = 1000 SF GFA Average Weekday Average Rate = 37.75 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.94 (62% entering, 38% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.81 (48% entering, 52% exiting) *Trip Generation, 10th Edition, Institute of Transportation Engineers, 2017 **Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2017 Land Use Independent Variable Average Weekday AM Peak Hour Shopping Center2 General Office Building1 PM Peak Hour Total New External Trips Total Gross Trips Total Pass-by Trips Total Internal Capture Trips Eastlake Professional Center TIS 13 existing traffic patterns within the project area. For this study, Sanderson Stewart calculated the trip distribution scheme using volumes collected for the Billings Clinic – Bozeman campus in 2018 and existing conditions traffic volumes collected (2020). Volumes were evaluated and used to calculate a distribution for the development based on reasonable expected routes for the land uses. Figure 4 (page 14) presents the calculated trip distribution scheme for the Full Buildout (2026) scenario. TRAFFIC ASSIGNMENT Traffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets, intersections, and site access driveways based on the calculated trip distribution and the physical attributes of the development site. Using this approach, the site-generated trips for the Eastlake Professional Center were assigned to the study area roadway network. Pass- by trips were assigned using a distribution calculated from the existing conditions counts since pass-by trips are inherently part of the existing traffic demand pattern. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 4. TRAFFIC IMPACTS Traffic Volumes For the purposes of this study, based on information from the Client, it was assumed that buildout and occupancy for the Eastlake Professional Center would occur by the end of calendar year 2026. In addition to the site-generated traffic from the subject development, background traffic volumes are also expected to increase for study area streets and intersections due to general growth in the Bozeman area. New developments since 2018, including a new residential living facility (The Springs Living) that is currently at approximately 40 percent occupancy and an anticipated light manufacture of small goods (Catron Crossing) have contributed to a slight growth of traffic volumes in the surrounding area. To account for the growth, Sanderson Stewart reviewed projected volume conditions from the Bozeman TMP, the “Streets of Bozeman” Story Map, and data provided by MDT. It was determined that an annual background growth rate of 4.0 percent was conservative to bring 2018 volumes to existing conditions. For modeling ambient growth for the full build out scenario, a growth rate of 2.25 percent is appropriate for movements on North 19th Avenue and East Valley Center Road, and 1.50 percent for all other movements and intersections. Figure 5 (page 15) illustrates the projected AM and PM peak hour traffic volume projections that were calculated for this study for the Full Buildout (2026) scenario. Intersection Capacity Sanderson Stewart initially performed peak hour intersection capacity calculations for the Full Buildout (2026) scenarios based on existing lane configurations and traffic control features. The site access intersections were presumed to be stop-controlled and to have single-lane approaches for the purposes of this study. Table 5 (pages 16-17) shows the results of the Full Buildout (2026) scenario capacity calculations. The results of the Future Conditions (2026) intersection capacity calculations showed that all unsignalized intersections continue to operate at LOS A during both the AM and PM peak hours with minimal 95th percentile queuing. The northbound approach during the PM peak hour at Davis Lane/East Valley Center Road operated at a LOS E, but all other individual approaches operated at a LOS C or better. The signalized intersections all had delay on the eastbound approaches during the AM and PM peak hours. The North 19th Avenue/ Cattail Street intersection operates at LOS E on the east and west approaches during the AM peak and LOS F on those approaches during the PM peak hour with extreme queuing on the north Eastlake Professional Center TIS 14 Figure 4: Full Buildout (2026) Trip Distribution and Assignments Eastlake Professional Center TIS 15 Figure 5: Full Buildout (2026) Traffic Volumes Eastlake Professional Center TIS 16 and south approaches during the PM peak hour. The North 19th Avenue/East Valley Center Road intersection operates at LOS D or worse on all except the northbound approach during both AM and PM peak hours with extreme queuing on the northbound and eastbound approaches during the PM peak hour. The North 19th Avenue/I-90 EB Ramps intersection operates at LOS E with long delays on the eastbound approach during both AM and PM peak hours. Queuing is moderate on the southbound and northbound approaches during the AM and PM peak hours. Table 5 below displays the results of the Existing Conditions (2026) capacity calculations. Capacity calculation worksheets for each of the study area intersections can be found in Appendix D. Table 5: Full Buildout (2026) Capacity Calculations Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 61.6 E 3 75.9 E 5 WB 58.1 E 2 80.7 F 3 NB 4.8 A 7 10.7 B 18 SB 0.6 A 5 0.9 A 14 Intersection 5.0 A --12.3 B -- EB 44.3 D 11 210.3 F 32 WB 41.6 D 1 43.4 D 2 NB 6.7 A 5 6.3 A 18 SB 35.6 D 11 56.9 E 12 Intersection 25.9 C --64.5 E -- EB 59.1 E 17 76.0 E 22 NB 6.4 A 9 9.3 A 65 SB 3.4 A 13 1.9 A 20 Intersection 16.2 B --13.1 B -- EB 10.1 B 1 12.6 B 1 NB 0.4 A 0 0.7 A 0 SB 0.0 A 0 0.0 A 0 Intersection 4.5 A --3.7 A -- EB 10.5 B 1 12.5 B 1 WB 10.3 B 1 14.0 B 1 NB 0.5 A 0 0.7 A 0 SB 0.3 A 0 0.5 A 0 Intersection 4.7 A --4.3 A -- Intersection Control Signalized Intersection Approach Future Year (2026) AM Peak PM Peak North 19th Avenue & Cattail Street Intersection Control Signalized North 19th Avenue & East Valley Center Road Intersection Control Signalized North 19th Avenue & I-90 EB Ramps Intersection Control One-Way Stop-Control (EB) North 27th Avenue & Cattail Street Intersection Control Two-Way Stop Control (EB/WB) North 27th Avenue & Catamount Street Eastlake Professional Center TIS 17 Table 5: Full Buildout (2026) Capacity Calculations cont. Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 0.0 A 0 0.0 A 0 WB 0.5 A 0 0.8 A 1 NB 13.2 B 1 23.2 C 3 Intersection 0.8 A --5.1 A -- WB 10.3 B 1 11.2 B 1 NB 0.0 A 0 0.0 A 0 SB 0.3 A 0 0.4 A 0 Intersection 1.5 A --1.5 A -- EB 0.0 A 0 0.0 A 0 WB 0.5 A 0 0.1 A 0 NB 15.7 C 2 40.6 E 6 Intersection 2.8 A --8.5 A -- WB 9.3 A 0 11.2 B 1 NB 0.0 A 0 0.0 A 0 SB 0.3 A 0 0.6 A 0 Intersection 0.5 A --1.2 A -- EB 9.3 A 0 9.8 A 1 WB 11.3 B 1 13.6 B 1 NB 0.6 A 1 0.9 A 1 SB 0.2 A 0 0.2 A 0 Intersection 0.8 A --1.5 A -- EB 8.5 A 1 8.9 A 1 WB 9.3 A 0 10.9 B 1 NB 5.4 A 1 1.4 A 1 SB 2.6 A 0 3.1 A 1 Intersection 5.4 A --4.7 A -- WB 9.4 A 0 10.7 B 1 NB 0.0 A 0 0.0 A 0 SB 1.4 A 0 0.7 A 0 Intersection 0.8 A --1.6 A -- EB 6.2 A 0 4.5 A 0 WB 0.0 A 0 0.0 A 0 SB 8.7 A 0 9.1 A 1 Intersection 4.0 A --5.4 A -- Intersection Approach Future Year (2026) AM Peak PM Peak Intersection Control One-Way Stop Control (NB) North 27th Avenue & East Valley Center Road Intersection Control One-Way Stop Control (WB) Davis Lane & Catamount Street Intersection Control One-Way Stop Control (NB) Davis Lane & East Valley Center Road Intersection Control One-Way Stop Control (WB) North 27th Avenue & Honor Lane Intersection Control Two-Way Stop Control (EB/WB) Honor Lane & East Valley Center Road Intersection Control Two-Way Stop Control (EB/WB) Honor Lane & South Site Access North 27th Avenue & Northwest Site Access Intersection Control One-Way Stop Control (WB) North 27th Avenue & Southwest Site Access Intersection Control One-Way Stop Control (SB) Eastlake Professional Center TIS 18 Mitigation Alternatives The Bozeman TMP recommends improvements to several streets and intersections in the study area. Corridor improvement recommendations include: 1. East Valley Center Road widened to a three-lane urban principal arterial standard west of North 27th Avenue 2. Davis Lane widened to a five-lane urban minor arterial standard between Baxter Lane and East Valley Center Road 3. North 27th Avenue widened to a three-lane urban collector standard between Baxter Lane and East Valley Center Road 4. Cattail Street widened to a three-lane urban collector between Davis Lane and Harper Puckett Road and between North 19th Avenue and North 27th Avenue 5. Catamount Street improvements from North 27th Avenue to East Valley Center Road to a two- lane urban minor arterial standard Intersection improvements recommended in the Bozeman TMP include: 1. Installation of a single-lane roundabout or traffic signal (with additional geometric improvements) when warrants are met at the intersections of Davis Lane/Catamount Street and Davis Lane/Cattail Street 2. Installation of a traffic signal when warrants are met at the intersection of Davis Lane/East Valley Center Road, with a recommended lane configuration to include northbound left and right-turn bays, a westbound left-turn bay, and an eastbound right-turn lane 3. Installation of a traffic signal at North 27th Avenue/East Valley Center Road (with additional geometric improvements) when warrants are met, with potential lane configuration modifications including the addition of an eastbound right-turn lane Pedestrian/bicycle improvements in the study area that are recommended in the Bozeman TMP include: 1. Installation of bike lanes on North 19th Avenue south of East Valley Center Drive 2. Installation of a shared use path along East Valley Center Drive between North 19th Avenue and Catamount Street None of these improvement projects are designed or programmed for construction as of this writing. As such, the baseline condition for analysis was that the improvements will not be in place by 2026. However, the recommended project improvements were considered as potential mitigation alternatives through our analysis. Sanderson Stewart evaluated a variety of potential mitigation improvement options to address projected impacts for study area streets and intersections. The following paragraphs provide details on that analysis. Auxiliary turn lane warrants were evaluated for study area intersections that exhibited peak hour intersection capacity deficiencies and/or high turning movement demands for the Existing Conditions (2020) and Full Buildout (2026) scenarios. The analysis was completed using the methodology outlined in MDT’s Traffic Engineering Manual (November 2007). Table 6 (page 19) shows the results of the analysis for the study area intersections where auxiliary turn lane warrants were found to be Eastlake Professional Center TIS 19 met. Auxiliary turn lane warrant worksheets for those intersections are included in Appendix E. Additionally, it is recommended in the Bozeman TMP that auxiliary left-turn and right-turn lanes be constructed on the northbound approach at the intersection of Davis Lane/East Valley Center Road, a westbound left-turn lane bay and eastbound right-turn lane as a future capital improvements project. Our analysis also confirms a warranted eastbound right-turn lane at Davis Lane/East Valley Center Road for existing conditions and Full Buildout (2026). At Full Buildout a southbound right-turn lane is warranted at the intersection of North 27th Avenue/Cattail Street due to PM peak hour warrants being met. For future improvements, the three signalized intersections at North 19th Avenue and the I-90 Eastbound ramps, East Valley Center Road and Cattail Street were coordinated to improve operations. Right-turn on red (RTOR) movements were observed in the field and were used for future scenarios. The intersection capacity calculation results for the further described mitigation improvement analyses are summarized in Table 7 (page 20). Detailed capacity calculation worksheets for these scenarios, as well as the calculation worksheets with warranted turn lanes modeled, are included in Appendix F. The signalized intersection of North 19th Avenue and Cattail Street is projected to experience substandard LOS during the AM and PM peak hours. Several timing and phasing alternatives were evaluated to assess whether they would improve LOS and queuing. One alternative was to alter the west (eastbound) approach to provide a dedicated right-turn bay (thereby separating left-turn, through, and right-turn movements), and to implement a right-turn overlap phase for that approach. Doing so improved operational metrics considerably, particularly for the eastbound approach and the intersection as a whole. Two of the four approaches (eastbound and westbound) are still projected to operate at LOS D or E during the AM and PM peak hours. Only the addition of through lanes on the northbound and southbound approaches is projected to improve overall capacity for the peak hours. However, even those minor improvements in LOS that would require an extensive lane expansion/corridor widening project for the North 19th Avenue corridor. At the signalized intersection of North 19th Avenue/I-90 Eastbound ramps, signal timing improvements were made at the exit ramp (eastbound approach). With these improvements the intersection is expected to operate at LOS B and C during the AM and PM peak hours, respectively. The eastbound approach during the AM and PM peak operate at LOS D and E, respectively, while all other approaches operate at LOS C or better. Long term improvements to consider include adding a second right-turn lane for the eastbound off-ramp and a second through lane for the northbound and southbound traffic on North 19th Avenue. AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO SB Left-Turn Lane NO NO NO NO EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NO NO NB Left-Turn Lane NO NO NO NO NO NO NO NO SB Right-Turn Lane NO YES NO NO NO NO NO NO NO NO SB Left-Turn Lane NO NO NO NO NO NO N 27th Ave & N Site Access 2026 2020 N 27th Ave & E Valley Center Rd N 27th Ave & Honor Ln E Valley Center Rd & Honor Ln N 27th Ave & Cattail Street N 27th Ave & Catamount Street Davis Lane & Catamount StreetTURN LANE WARRANTS Davis Lane & E Valley Center Rd Table 6: Existing and Full Buildout (2026) Auxiliary Turn Lane Warrant Summary Eastlake Professional Center TIS 20 The signalized intersection of North 19th Avenue and East Valley Center Road is projected to experience substandard LOS during the AM and PM peak hours. Several timing and phasing alternatives were evaluated to assess whether they would improve LOS and queuing. One alternative was to alter the west (eastbound) approach to provide a through lane (thereby separating left-turn, through, and right-turn movements) to allow westbound and eastbound left-turns to be a protected/permitted phasing. Doing so improved operational metrics particularly for approaches during the AM peak hour and for the intersection as a whole during the PM peak hour, though all of the four approaches are still projected to operate at LOS D or E during the PM peak hour. A long-term improvement for consideration would be to add a third through lane for the northbound and southbound traffic. Table 7: Full Buildout (2026) – Improved Capacity Calculations Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 36.0 D 3 46.7 D 11 WB 40.8 D 2 55.9 E 3 NB 8.1 A 7 12.7 B 17 SB 22.7 C 13 6.6 A 12 Intersection 17.1 B --13.3 B -- EB 34.3 C 10 54.5 D 21 WB 39.1 D 2 61.1 E 2 NB 31.3 C 9 36.5 D 14 SB 13.1 B 9 53.0 D 12 Intersection 24.8 C --45.1 D -- EB 40.5 D 15 72.6 E 20 NB 8.6 A 6 31.2 C 50 SB 4.4 A 12 4.9 A 15 Intersection 13.6 B --25.4 C -- EB 9.9 A 1 11.6 B 1 NB 0.4 A 0 0.7 A 0 SB 0.0 A 0 0.0 A 0 Intersection 4.5 A --3.4 A -- EB 0.0 A 0 0.0 A 0 WB 0.5 A 0 0.1 A 0 NB 14.8 B 1 32.5 D 5 Intersection 2.6 A --6.8 A -- Intersection Control Signalized, EB LT/Thru/RT Lanes Intersection Approach Future Year - Improvements (2026) AM Peak PM Peak North 19th Avenue & Cattail Street Intersection Control Signalized, EB LT/Thru/RT Lanes North 19th Avenue & East Valley Center Road Intersection Control Signalized North 19th Avenue & I-90 EB Ramps Intersection Control One-Way Stop-Control (EB), SB RT Lane North 27th Avenue & Cattail Street Intersection Control One-Way Stop Control (NB), EB RT Lane Davis Lane & East Valley Center Road Eastlake Professional Center TIS 21 CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the Eastlake Professional Center site development project will generate a substantial volume of new traffic demand for area streets and intersections once the subdivision is fully developed. The conceptual development plan proposes construction of approximately 31,800 square-feet of general office buildings and 76,800 square- feet of a shopping center. Full buildout and occupancy of the entire project is projected for completion by approximately 2026. The Existing Conditions (2020) traffic scenario analysis showed that all study area non-signalized intersections currently operate at LOS A during both peak periods. Cattail Street/North 19th Avenue and North 19th Avenue/East Valley Center Road both predict LOS D or E on east and westbound approaches during the AM and PM peak hours. North 19th Avenue and East Valley Center Road intersection also has excessive queueing on the northbound approach during the AM and PM peak hours. Although the intersections have no delay deficiencies, there is an eastbound right-turn lane warranted during the AM and PM peak hours at the intersection of Davis Lane/East Valley Center Road for Existing Conditions (2020). The crash and severity rates for the existing study area intersections were found to be similar to or less than HSM predicted rates with exception to the intersection of North 27th Avenue/Catamount Street. This implies that from a crash frequency standpoint, there may be few particularly concerning trends or patterns within the study area. The analysis results did show a high number of rear-end crashes reported at the intersection of North 19th Avenue/Cattail Street, which could be caused in part by relatively high speeds (40 mph) in the corridor, or inadequate yellow change intervals (as compared with ITE- recommended design values), or other factors less controllable such as poor roadway conditions during inclement weather periods. The intersections of North 27th Avenue/Catamount Street and Davis Lane/East Valley Center Road had a high proportion of right-angle crashes which are associated with non-signalized intersections where drivers stop and misjudge the traffic gap. An analysis of projected intersection capacity for the Full Buildout (2026) traffic projection scenario showed that most study area unsignalized intersections would operate at LOS A with most approaches operating at LOS C or better during both the AM and PM peak hour periods. The exception to this was Davis Lane/East Valley Center Road, which had a large PM peak queue in the northbound direction. All of the existing signalized intersections at Cattail Street/North 19th Avenue, East Valley Center Road/North 19th Avenue and I-90 Eastbound Ramps/North 19th Avenue had east and westbound delays (LOS D through F) in the AM and/or PM peak hours, with the East Valley Center Road/North 19th Avenue intersection also having AM and PM peak queues on the southbound approach. There were two warranted auxiliary turn lanes at study area intersections for the full buildout (2026). The intersection of Davis Lane/East Valley Center Road had an eastbound right-turn lane warranted during both peak hours and at North 27th Avenue/Cattail Street a southbound right-turn lane was warranted from PM peak hour. Implementation of those turn lanes with proper geometric design would further improve operational conditions and would likely augment safety conditions as well. Additional Design Year (2026) intersection capacity calculations were performed for select intersections to gauge the impacts of geometric and traffic control improvements. To mitigate the deficiencies at the signalized intersections of North 19th Avenue/Cattail Street, North 19th Avenue/East Valley Center Road, and North 19th Avenue/I-90 Eastbound Ramps, Sanderson Stewart looked at modifications to lane configurations and traffic signal timing and phasing plans. However, those types of improvements alone did not provide LOS C or better metrics on all approaches during peak traffic periods. In order Eastlake Professional Center TIS 22 to achieve that standard, it was necessary to model a third through travel lane on North 19th Avenue for both northbound and southbound traffic. However, this plan would require major road reconstruction in the North 19th Avenue corridor. The site access intersections on Honor Lane and North 27th Avenue are anticipated to operate at acceptable levels of service with minimal queuing when modeled with single ingress/egress lanes for all approaches for the Full Buildout (2026) scenario. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: - Stop signs (R1-1) should be installed for all private site access approaches on public streets. - The intersections that warrant a right-turn lane are Davis Lane/East Valley Center Road (eastbound) and North 27th Avenue/Cattail Street (southbound) and these should be reviewed and considered by the City of Bozeman. - Improvements at the intersection of North 19th Avenue/Cattail Street include adding an eastbound right-turn lane and overlap phase and to optimize the signal timing. A long-term improvement to consider is adding a third though lane for the northbound and southbound traffic along North 19th Avenue. - Improvements at the intersection of North 19th Avenue/East Valley Center Road include adding an eastbound through lane (thereby separating left-turn, through, and right-turn movements) on the west approach to allow westbound and eastbound left-turns to be a protected/permitted phasing. A long-term improvement for consideration would be to add a third through lane for the northbound and southbound traffic. - Improvements to the intersection of North 19th Avenue/I-90 eastbound exit ramp include delineation of southbound traffic on North 19th Avenue to egress the intersection in the inner of the two exiting southbound lanes and creating eastbound right-turn vehicles to have a free flow right-turn movement into the outer of the two existing southbound lanes. This could be done with pavement markings, signs and replacing the signal head with a right-turn arrow at the end of the ramp. All of these guidance measures may help decrease crashes at this intersection. - Sidewalk/trail should be constructed as consistent with recommendations in the Bozeman Transportation Master Plan (2017). - All transportation-related improvements shall be designed in accordance with City of Bozeman standards and the Manual on Uniform Traffic Control Devices (MUTCD). - If the buildout of any of these improvements is at the same time as the Eastlake Profession Center development, then calculations for contribution percentages could be calculated, otherwise it could be revised by the CIP. APPENDIX A TRAFFIC VOLUME DATA Intersection: Jurisdiction: 10.8% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 2 208 4 0 214 1 129 15 0 145 33 0 6 0 39 1 2 0 0 3 401 7:45 AM 3 275 10 0 288 3 146 31 0 180 41 3 7 0 51 4 1 1 0 6 525 8:00 AM 5 174 6 0 185 2 110 11 0 123 30 0 6 0 36 6 0 1 0 7 351 8:15 AM 0 182 7 0 189 3 145 21 0 169 29 0 10 0 39 3 2 0 0 5 402 Grand Total 10 839 27 0 876 9 530 78 0 617 133 3 29 0 165 14 5 2 0 21 1679 Medium Truck % 0.0 1.2 7.4 0.0 1.4 11.1 2.3 5.1 0.0 2.8 2.3 0.0 3.4 0.0 2.4 28.6 0.0 0.0 0.0 19.0 Heavy Truck % 0.0 1.1 3.7 0.0 1.1 0.0 1.5 0.0 0.0 1.3 0.0 0.0 3.4 0.0 0.6 7.1 0.0 0.0 0.0 4.8 Total Truck % 0.0 2.3 11.1 0.0 2.5 11.1 3.8 5.1 0.0 4.1 2.3 0.0 6.9 0.0 3.0 35.7 0.0 0.0 0.0 23.8 Total % 0.6 50.0 1.6 0.0 52.2 0.5 31.6 4.6 0.0 36.7 7.9 0.2 1.7 0.0 9.8 0.8 0.3 0.1 0.0 1.3 100.0 PHF 0.76 0.76 0.76 0.86 0.86 0.86 0.81 0.81 0.81 0.88 0.88 0.88 0.80 RT TH LT U 10 839 27 0 14RT5TH2LT0UU0LT29TH3RT1330 78 530 9 U LT TH RT Total Entering 1679Out 19th Avenue 617 InOut 974 Bozeman, MT/MDT Wednesday, July 29, 2020Date Performed: Count Time Period: Eastlake Multipier: 0.89AM Peak Hour (7:30 - 8:30 AM) 20138Project Number: COVID-19 Correction:CattailDead Mans Gulch16519th Avenue Dead Mans Gulch 876 In Out 573 In93In21Out39Cattail/Dead Mans Gulch Vehicle Volumes and Adjustments 19th Avenue Westbound North/South Street: 19th Avenue Southbound 19th Avenue Northbound Cattail Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information 19th & CattailCounted By: Agency/Company: Gannon Chamberlain Sanderson Stewart NNNNN Intersection: Jurisdiction: 10.8% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 4 211 3 1 219 0 264 71 0 335 68 1 14 0 83 8 2 2 0 12 649 5:00 PM 11 215 2 1 229 1 270 61 1 333 74 1 12 0 87 22 8 1 0 31 680 5:15 PM 8 230 2 0 240 0 260 79 0 339 51 2 8 0 61 12 2 1 0 15 655 5:30 PM 7 214 5 0 226 0 274 65 0 339 65 1 10 0 76 4 2 0 0 6 647 Grand Total 30 870 12 2 914 1 1068 276 1 1346 258 5 44 0 307 46 14 4 0 64 2631 Medium Truck % 0.0 0.9 8.3 0.0 1.0 0.0 1.0 1.1 0.0 1.0 0.4 0.0 4.5 0.0 1.0 4.3 0.0 0.0 0.0 3.1 Heavy Truck % 0.0 0.2 8.3 0.0 0.3 0.0 0.7 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.1 16.7 0.0 1.3 0.0 1.8 1.1 0.0 1.6 0.4 0.0 4.5 0.0 1.0 4.3 0.0 0.0 0.0 3.1 Total % 1.1 33.1 0.5 0.1 34.7 0.0 40.6 10.5 0.0 51.2 9.8 0.2 1.7 0.0 11.7 1.7 0.5 0.2 0.0 2.4 100.0 PHF 0.99 0.99 0.99 1.00 1.00 1.00 0.88 0.88 0.88 0.52 0.52 0.52 0.97 RT TH LT U 30 870 12 2 46RT14TH4LT0UU0LT44TH5RT2581 276 1068 1 U LT TH RT 19th Avenue 64InDead Mans GulchTotal Entering 2631 1133 1346 Out In 19th Avenue In Out 914 1160 CattailOut320Vehicle Volumes and Adjustments 19th Avenue 19th Avenue Cattail Dead Mans Gulch Southbound Northbound Eastbound Westbound In30718OutNorth/South Street: 19th Avenue Cattail/Dead Mans Gulch Date Performed: Wednesday, July 29, 2020 Bozeman, MT/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 20138 Eastlake East/West Street: COVID-19 Correction:Multipier: 0.89 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain 19th & Cattail NNNNN Intersection: Jurisdiction: 7.90% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.86 0.86 0.86 0.86 0 1.00 1.00 1.00 1.00 0 7:30 AM 24 152 3 0 179 4 118 17 0 139 61 0 40 0 101 2 0 4 1 7 426 7:45 AM 37 160 3 0 200 2 135 29 0 166 66 1 63 0 130 6 2 1 0 9 505 8:00 AM 16 112 1 0 129 0 111 27 0 138 63 0 38 0 101 5 2 3 0 10 378 8:15 AM 28 140 3 0 171 0 130 21 0 151 47 1 38 1 87 1 1 0 0 2 411 Grand Total 105 564 10 0 679 6 494 94 0 594 237 2 179 1 419 14 5 8 1 28 1720 Medium Truck % 6.7 3.0 20.0 0.0 3.8 0.0 1.6 5.3 0.0 2.2 2.1 50.0 2.8 0.0 2.6 14.3 0.0 0.0 0.0 7.1 Heavy Truck % 2.9 2.0 20.0 0.0 2.4 0.0 2.0 4.3 0.0 2.4 0.4 0.0 2.2 0.0 1.2 28.6 0.0 25.0 0.0 21.4 Total Truck % 9.5 5.0 40.0 0.0 6.2 0.0 3.6 9.6 0.0 4.5 2.5 50.0 5.0 0.0 3.8 42.9 0.0 25.0 0.0 28.6 Total % 6.1 32.8 0.6 0.0 39.5 0.3 28.7 5.5 0.0 34.5 13.8 0.1 10.4 0.1 24.4 0.8 0.3 0.5 0.1 1.6 100.0 PHF 0.85 0.85 0.85 0.90 0.90 0.90 0.81 0.81 0.81 0.75 0.75 0.75 0.85 RT TH LT U 105 564 10 0 14RT5TH8LT1UU1LT179TH2RT2370 94 494 6 U LT TH RT Total Entering 1720Out 19th Avenue 594 InOut 809 Bozeman, MT/MDT Thursday, July 30, 2020Date Performed: Count Time Period: Eastlake Multipier: 0.92AM Peak Hour (7:30 - 8:30 AM) 20138Project Number: COVID-19 Correction:Valley CenterRest Stop41919th Avenue Rest Stop 679 In Out 687 In205In28Out19Valley Center Vehicle Volumes and Adjustments 19th Avenue Westbound North/South Street: 19th Avenue Southbound 19th Avenue Northbound Valley Center Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information 19th & Valley CenterCounted By: Agency/Company: Gannon Chamberlain Sanderson Stewart NNNNN Intersection: Jurisdiction: 7.90% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.86 0.86 0.86 0.86 0 1.00 1.00 1.00 1.00 0 4:45 PM 50 117 6 0 173 0 193 80 0 273 65 1 65 0 131 5 0 1 0 6 583 5:00 PM 80 144 5 0 229 7 211 74 0 292 59 0 65 0 124 7 2 1 0 10 655 5:15 PM 77 148 6 0 231 4 208 83 0 295 68 2 84 0 154 8 2 1 0 11 691 5:30 PM 74 117 6 0 197 4 228 57 0 289 59 0 58 0 117 9 2 0 0 11 614 Grand Total 281 526 23 0 830 15 840 294 0 1149 251 3 272 0 526 29 6 3 0 38 2543 Medium Truck % 0.4 0.6 21.7 0.0 1.1 0.0 1.4 1.0 0.0 1.3 1.2 33.3 0.4 0.0 1.0 10.3 0.0 0.0 0.0 7.9 Heavy Truck % 0.0 0.8 17.4 0.0 1.0 6.7 1.1 0.3 0.0 1.0 0.4 0.0 0.0 0.0 0.2 10.3 0.0 0.0 0.0 7.9 Total Truck % 0.4 1.3 39.1 0.0 2.0 6.7 2.5 1.4 0.0 2.3 1.6 33.3 0.4 0.0 1.1 20.7 0.0 0.0 0.0 15.8 Total % 11.0 20.7 0.9 0.0 32.6 0.6 33.0 11.6 0.0 45.2 9.9 0.1 10.7 0.0 20.7 1.1 0.2 0.1 0.0 1.5 100.0 PHF 0.90 0.90 0.90 0.97 0.97 0.97 0.85 0.85 0.85 0.85 0.85 0.85 0.92 RT TH LT U 281 526 23 0 29RT6TH3LT0UU0LT272TH3RT2510 294 840 15 U LT TH RT 19th Avenue 38InRest StopTotal Entering 2543 780 1149 Out In 19th Avenue In Out 830 1141 Valley CenterOut581Vehicle Volumes and Adjustments 19th Avenue 19th Avenue Valley Center Rest Stop Southbound Northbound Eastbound Westbound In52641OutNorth/South Street: 19th Avenue Valley Center Date Performed: Thursday, July 30, 2020 Bozeman, MT/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 20138 Eastlake East/West Street: COVID-19 Correction:Multipier: 0.92 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain 19th & Valley Center NNNNN Intersection: Jurisdiction: 10.8% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 71 19 1 91 65 100 0 0 165 118 1 8 0 127 0 383 7:45 AM 0 110 23 0 133 68 120 0 0 188 163 0 8 0 171 0 492 8:00 AM 0 89 16 0 105 73 94 0 0 167 86 0 6 0 92 0 364 8:15 AM 0 75 18 0 93 54 119 0 0 173 104 0 6 0 110 0 376 Grand Total 0 345 76 1 422 260 433 0 0 693 471 1 28 0 500 0 0 0 0 0 1615 Medium Truck % 0.0 2.6 2.6 0.0 2.6 3.8 2.8 0.0 0.0 3.2 1.5 0.0 14.3 0.0 2.2 0.0 Heavy Truck % 0.0 0.6 0.0 0.0 0.5 3.5 1.6 0.0 0.0 2.3 2.3 0.0 0.0 0.0 2.2 0.0 Total Truck % 0.0 3.2 2.6 0.0 3.1 7.3 4.4 0.0 0.0 5.5 3.8 0.0 14.3 0.0 4.4 0.0 Total % 0.0 21.4 4.7 0.1 26.1 16.1 26.8 0.0 0.0 42.9 29.2 0.1 1.7 0.0 31.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.80 0.80 0.80 0.92 0.92 0.92 0.73 0.73 0.73 0.82 TH LT U 345 76 1 U0LT28TH1RT4710 433 260 U TH RT 19th Avenue 693 InOut 816 Bozeman, MT/MDT Wednesday, July 29, 2020Date Performed: Count Time Period: Eastlake Multipier: 0.89AM Peak Hour (7:30 - 8:30 AM) 20138Project Number: COVID-19 Correction:Off-RampOn-Ramp50019th Avenue On-Ramp 422 In Out 462 InOut337Total Entering 1615 I-90 Ramps Vehicle Volumes and Adjustments 19th Avenue Westbound North/South Street: 19th Avenue Southbound 19th Avenue Northbound Off-Ramp Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information 19th & CattailCounted By: Agency/Company: Gannon Chamberlain Sanderson Stewart NNNNN Intersection: Jurisdiction: 10.8% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:45 PM 0 146 15 0 161 79 227 0 0 306 103 0 7 0 110 0 577 5:00 PM 0 147 16 0 163 82 217 0 0 299 91 1 11 0 103 0 565 5:15 PM 0 152 9 0 161 70 223 0 0 293 127 1 7 0 135 0 589 5:30 PM 0 130 17 0 147 61 208 0 0 269 93 0 10 0 103 0 519 Grand Total 0 575 57 0 632 292 875 0 0 1167 414 2 35 0 451 0 0 0 0 0 2250 Medium Truck % 0.0 1.2 0.0 0.0 1.1 1.0 1.3 0.0 0.0 1.2 1.9 0.0 2.9 0.0 2.0 0.0 Heavy Truck % 0.0 0.7 0.0 0.0 0.6 2.7 0.7 0.0 0.0 1.2 0.7 0.0 5.7 0.0 1.1 0.0 Total Truck % 0.0 1.9 0.0 0.0 1.7 3.8 1.9 0.0 0.0 2.4 2.7 0.0 8.6 0.0 3.1 0.0 Total % 0.0 25.6 2.5 0.0 28.1 13.0 38.9 0.0 0.0 51.9 18.4 0.1 1.6 0.0 20.0 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.99 0.99 0.99 1.00 1.00 1.00 0.84 0.84 0.84 0.96 TH LT U 575 57 0 U0LT35TH2RT4140 875 292 U TH RT Out 632 910 19th Avenue On-RampTotal Entering 2250 989 1167 Out InOff-RampVehicle Volumes and Adjustments 19th Avenue 19th Avenue Off-Ramp On-Ramp Southbound Northbound Eastbound Westbound In451351Out19th Avenue In North/South Street: 19th Avenue I-90 Ramps Date Performed: Wednesday, July 29, 2020 Bozeman, MT/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 20138 Eastlake East/West Street: COVID-19 Correction:Multipier: 0.89 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain 19th & Cattail NNNNN Intersection: Jurisdiction: 7.60% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.86 0.86 0.86 0.86 0 1.00 1.00 1.00 1.00 0 7:30 AM 3 5 0 1 9 0 11 1 0 12 4 0 12 0 16 0 37 7:45 AM 4 6 0 0 10 0 8 1 0 9 3 0 24 0 27 0 46 8:00 AM 7 4 0 0 11 0 4 1 0 5 3 0 12 0 15 0 31 8:15 AM 7 6 0 0 13 0 7 2 0 9 1 0 16 1 18 0 40 Grand Total 21 21 0 1 43 0 30 5 0 35 11 0 64 1 76 0 0 0 0 0 154 Medium Truck % 0.0 4.8 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 19.0 0.0 0.0 9.3 0.0 10.0 0.0 0.0 8.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 23.8 0.0 0.0 11.6 0.0 10.0 0.0 0.0 8.6 0.0 0.0 0.0 0.0 0.0 0.0 Total % 13.6 13.6 0.0 0.6 27.9 0.0 19.5 3.2 0.0 22.7 7.1 0.0 41.6 0.6 49.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.95 0.95 0.95 0.70 0.70 0.70 0.84 RT TH U 21 21 1 U1LT64RT110 5 30 U LT TH INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information 27th & CattailCounted By: Agency/Company: Gannon Chamberlain Sanderson Stewart Cattail Vehicle Volumes and Adjustments 27th Westbound North/South Street: 27th Southbound 27th Northbound Cattail Eastbound East/West Street:Cattail7627th NA 43 In Out 95 In27Bozeman, MT/MDT Wednesday, September 30, 2020Date Performed: Count Time Period: Eastlake Multipier: 0.92AM Peak Hour (7:30 - 8:30 AM) 20138Project Number: COVID-19 Correction: Total Entering 154Out 27th 35 InOut 32 NNNNN Intersection: Jurisdiction: 7.60% Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.86 0.86 0.86 0.86 0 1.00 1.00 1.00 1.00 0 4:45 PM 15 13 0 0 28 0 12 4 0 16 6 0 26 0 32 0 76 5:00 PM 18 14 0 0 32 0 11 5 0 16 6 0 21 0 27 0 75 5:15 PM 21 26 0 0 47 0 18 4 0 22 2 0 21 0 23 0 92 5:30 PM 20 22 0 1 43 0 16 1 0 17 5 0 30 0 35 0 95 Grand Total 74 75 0 1 150 0 57 14 0 71 19 0 98 0 117 0 0 0 0 0 338 Medium Truck % 1.4 2.7 0.0 0.0 2.0 0.0 1.8 7.1 0.0 2.8 0.0 0.0 1.0 0.0 0.9 0.0 Heavy Truck % 1.4 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 2.7 2.7 0.0 0.0 2.7 0.0 1.8 7.1 0.0 2.8 0.0 0.0 1.0 0.0 0.9 0.0 Total % 21.9 22.2 0.0 0.3 44.4 0.0 16.9 4.1 0.0 21.0 5.6 0.0 29.0 0.0 34.6 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.87 0.87 0.87 1.00 1.00 1.00 0.83 0.83 0.83 0.88 RT TH U 74 75 1 U0LT98RT190 14 57 U LT TH 0.92 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Gannon Chamberlain 27th & Cattail North/South Street: 27th Cattail Date Performed: Wednesday, September 30, 2020 Bozeman, MT/MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 20138 Eastlake East/West Street: COVID-19 Correction:Multipier:CattailOut88Vehicle Volumes and Adjustments 27th 27th Cattail NA Southbound Northbound Eastbound Westbound In11727th In Out 150 156 27th Total Entering 338 94 71 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 2 0 0 2 6 1 2 0 9 7 10 0 0 17 0 1 0 0 1 29 7:45 AM 0 4 0 0 4 2 7 4 0 13 5 13 0 0 18 0 5 5 0 10 45 8:00 AM 0 1 0 0 1 2 2 1 0 5 6 11 2 0 19 1 3 2 0 6 31 8:15 AM 1 3 0 0 4 4 3 1 0 8 5 10 0 0 15 0 8 1 0 9 36 Grand Total 1 10 0 0 11 14 13 8 0 35 23 44 2 0 69 1 17 8 0 26 141 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 3.8 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 3.8 Total % 0.7 7.1 0.0 0.0 7.8 9.9 9.2 5.7 0.0 24.8 16.3 31.2 1.4 0.0 48.9 0.7 12.1 5.7 0.0 18.4 100.0 PHF 0.69 0.69 0.69 0.67 0.67 0.67 0.96 0.96 0.96 0.65 0.65 0.65 0.78 RT TH LT U 1 10 0 0 1RT17TH8LT0UU0LT2TH44RT230 8 13 14 U LT TH RTIn26 In26Out58Total Entering 141Out North 27th Avenue 35 InOut 41 North 27th Avenue 11 In Out 16 Catamount StreetCatamount Street69City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue Catamount Street Catamount Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catamount Street & North 27th AvenueCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound Catamount Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 1 7 1 0 9 0 24 5 0 29 7 9 0 0 16 0 6 2 0 8 62 5:15 PM 0 5 0 0 5 3 23 3 0 29 8 11 0 0 19 2 13 3 0 18 71 5:30 PM 1 8 0 0 9 6 29 6 0 41 5 7 0 0 12 0 14 6 0 20 82 5:45 PM 2 5 0 0 7 1 25 3 0 29 7 7 0 0 14 1 10 7 0 18 68 Grand Total 4 25 1 0 30 10 101 17 0 128 27 34 0 0 61 3 43 18 0 64 283 Medium Truck % 25.0 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 25.0 0.0 0.0 0.0 3.3 0.0 2.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 1.4 8.8 0.4 0.0 10.6 3.5 35.7 6.0 0.0 45.2 9.5 12.0 0.0 0.0 21.6 1.1 15.2 6.4 0.0 22.6 100.0 PHF 0.83 0.83 0.83 0.78 0.78 0.78 1.00 1.00 1.00 0.80 0.80 0.80 0.86 RT TH LT U 4 25 1 0 3RT43TH18LT0UU0LT0TH34RT270 17 101 10 U LT TH RT North 27th Avenue 64InCatamount StreetTotal Entering 283 70 128 Out In North 27th Avenue In Out 30 104 Catamount StreetOut64Vehicle Volumes and Adjustments North 27th Avenue North 27th Avenue Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In6145OutNorth/South Street: North 27th Avenue Catamount Street Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catamount Street & North 27th Avenue NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 7:30 AM 0 0 0 8 0 8 2 65 0 0 67 0 15 0 0 15 90 7:45 AM 0 0 0 2 0 2 3 62 0 0 65 0 15 1 0 16 83 8:00 AM 0 0 0 3 0 3 2 56 0 0 58 0 11 1 0 12 73 8:15 AM 0 0 0 3 0 3 3 43 0 0 46 0 20 2 0 22 71 Grand Total 0 0 0 0 0 0 0 16 0 16 10 226 0 0 236 0 61 4 0 65 317 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 3.8 0.0 3.3 0.0 0.0 3.1 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 4.2 0.0 3.3 0.0 0.0 3.1 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 5.0 3.2 71.3 0.0 0.0 74.4 0.0 19.2 1.3 0.0 20.5 100.0 PHF 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.95 61TH4LT0UU0TH226RT100 16 0 U LT RTIn77 In65Out226Total Entering 317Out North 27th Avenue 16 InOut 14East Valley Center DriveEast Valley Center Drive236City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman North 27th Avenue East Valley Center Drive East Valley Center Drive Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 27th Avenue & East Valley Center DriveCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: North 27th Avenue AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound North 27th Avenue Northbound East Valley Center Drive Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:30 AM 0 15 0 0 15 3 27 0 0 30 0 0 0 0 0 0 0 9 0 9 54 7:45 AM 0 29 0 0 29 3 31 0 0 34 0 0 0 0 0 1 0 10 0 11 74 8:00 AM 0 24 2 0 26 8 14 0 0 22 0 0 0 0 0 1 0 4 0 5 53 8:15 AM 0 20 1 0 21 3 24 0 0 27 0 0 0 0 0 0 0 7 0 7 55 Grand Total 0 88 3 0 91 17 96 0 0 113 0 0 0 0 0 2 0 30 0 32 236 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 13.6 0.0 0.0 13.2 5.9 6.3 0.0 0.0 6.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 13.6 0.0 0.0 13.2 5.9 7.3 0.0 0.0 7.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 37.3 1.3 0.0 38.6 7.2 40.7 0.0 0.0 47.9 0.0 0.0 0.0 0.0 0.0 0.8 0.0 12.7 0.0 13.6 100.0 PHF 0.78 0.78 0.78 0.83 0.83 0.83 1.00 1.00 1.00 0.73 0.73 0.73 0.80 RT TH LT U 0 88 3 0 2RT0TH30LT0UU0LT0TH0RT00 0 96 17 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound Catamount Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Catamount Street & Davis LaneCounted By:Catamount StreetCatamount Street0City of Bozeman / MDTThursday, June 21, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane Catamount Street Catamount Street Vehicle Volumes and Adjustments Davis Lane 91 In Out 98 Davis Lane 113 InOut 118In0 In32Out20Total Entering 236Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 0 45 0 0 45 13 30 0 0 43 0 0 0 0 0 1 0 4 0 5 93 5:15 PM 0 32 2 0 34 17 32 0 0 49 0 0 0 0 0 0 0 3 0 3 86 5:30 PM 0 27 3 0 30 15 38 0 0 53 0 0 0 0 0 3 0 4 0 7 90 5:45 PM 0 17 2 0 19 13 33 0 0 46 0 0 0 0 0 2 0 8 1 11 76 Grand Total 0 121 7 0 128 58 133 0 0 191 0 0 0 0 0 6 0 19 1 26 345 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 1.7 0.0 0.0 1.6 0.0 1.5 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.7 0.0 0.0 1.6 0.0 1.5 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 35.1 2.0 0.0 37.1 16.8 38.6 0.0 0.0 55.4 0.0 0.0 0.0 0.0 0.0 1.7 0.0 5.5 0.3 7.5 100.0 PHF 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 RT TH LT U 0 121 7 0 6RT0TH19LT1UU0LT0TH0RT00 0 133 58 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Catamount Street & Davis Lane North/South Street: Davis Lane Catamount Street Date Performed: Thursday, June 21, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street:Catamount StreetOut0Vehicle Volumes and Adjustments Davis Lane Davis Lane Catamount Street Catamount Street Southbound Northbound Eastbound Westbound In066OutDavis Lane In Out 128 139 Davis Lane 26InCatamount StreetTotal Entering 345 140 191 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 7:30 AM 0 0 0 31 0 31 11 71 0 0 82 0 21 0 1 22 135 7:45 AM 0 0 0 29 0 29 23 75 0 0 98 0 22 2 0 24 151 8:00 AM 0 0 0 18 0 18 17 50 0 0 67 0 21 0 0 21 106 8:15 AM 0 0 0 21 0 21 20 48 0 0 68 0 14 3 0 17 106 Grand Total 0 0 0 0 0 0 0 99 0 99 71 244 0 0 315 0 78 5 1 84 498 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 3.0 0.0 3.0 4.2 5.7 0.0 0.0 5.4 0.0 6.4 20.0 0.0 7.1 Total Truck % 0.0 0.0 0.0 3.0 0.0 3.0 4.2 5.7 0.0 0.0 5.4 0.0 6.4 20.0 0.0 7.1 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.9 0.0 19.9 14.3 49.0 0.0 0.0 63.3 0.0 15.7 1.0 0.2 16.9 100.0 PHF 0.85 0.85 0.85 0.80 0.80 0.80 0.89 0.89 0.89 0.83 78TH5LT1UU0TH244RT710 99 0 U LT RTIn177 In84Out245Total Entering 498Out Davis Lane 99 InOut 76East Valley Center RoadEast Valley Center Road315City of Bozeman / MDTThursday, June 14, 2018Date Performed: Count Time Period: Billings Clinic Bozeman Davis Lane East Valley Center Road East Valley Center Road Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Davis Lane & East Valley Center RoadCounted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Davis Lane AM Peak Hour (7:30 - 8:30 AM) 15063.01Project Number: Southbound Davis Lane Northbound East Valley Center Road Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 4:45 PM 0 4 0 35 0 39 23 45 0 0 68 0 58 3 0 61 168 5:00 PM 0 6 0 47 0 53 22 48 0 0 70 0 67 2 0 69 192 5:15 PM 0 2 0 36 0 38 40 57 0 0 97 0 76 2 0 78 213 5:30 PM 0 2 0 53 0 55 19 45 0 0 64 0 84 0 0 84 203 Grand Total 0 0 0 0 0 14 0 171 0 185 104 195 0 0 299 0 285 7 0 292 776 Medium Truck % 0.0 7.1 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 7.0 0.0 6.5 7.7 2.1 0.0 0.0 4.0 0.0 2.5 14.3 0.0 2.7 Total Truck % 0.0 7.1 0.0 7.0 0.0 7.0 7.7 2.1 0.0 0.0 4.0 0.0 2.5 14.3 0.0 2.7 Total % 0.0 0.0 0.0 0.0 0.0 1.8 0.0 22.0 0.0 23.8 13.4 25.1 0.0 0.0 38.5 0.0 36.7 0.9 0.0 37.6 100.0 PHF 1.00 1.00 1.00 0.77 0.77 0.77 0.94 0.94 0.94 0.91 285TH7LT0UU0TH195RT1040 171 14 U LT RT Davis Lane 292InEast Valley Center RoadTotal Entering 776 111 185 Out InEast Valley Center RoadOut456Vehicle Volumes and Adjustments Davis Lane Davis Lane East Valley Center Road East Valley Center Road Southbound Northbound Eastbound Westbound In299209OutNorth/South Street: Davis Lane East Valley Center Road Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 15063.01 Billings Clinic Bozeman East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Davis Lane & East Valley Center Road NNNNN APPENDIX B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2020) Queues 3: N 19th Ave & Cattail Street 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 36 170 3 24 98 674 34 1049 13 v/c Ratio 0.20 0.59 0.02 0.28 0.26 0.28 0.06 0.45 0.01 Control Delay 45.9 16.9 40.0 35.0 3.0 3.3 1.7 3.8 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.9 16.9 40.0 35.0 3.0 3.3 1.7 3.8 0.0 Queue Length 50th (ft) 25 3 2 5 6 45 2 52 0 Queue Length 95th (ft) 46 46 9 27 9 64 8 96 m0 Internal Link Dist (ft) 382 700 2602 1402 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 237 491 248 319 482 2380 596 2307 1265 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.35 0.01 0.08 0.20 0.28 0.06 0.45 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 3 133 2 5 14 78 530 9 27 839 10 Future Volume (veh/h) 29 3 133 2 5 14 78 530 9 27 839 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1750 1723 1750 1750 1259 1682 1695 1600 1600 1723 1750 Adj Flow Rate, veh/h 36 4 32 2 6 3 98 662 11 34 1049 12 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 7 0 2 0 0 36 5 4 11 11 2 0 Cap, veh/h 143 7 52 112 36 18 513 2466 41 600 2450 1153 Arrive On Green 0.03 0.04 0.04 0.02 0.03 0.03 0.04 0.76 0.76 0.06 1.00 1.00 Sat Flow, veh/h 1576 168 1341 1667 1101 550 1602 3242 54 1524 3273 1483 Grp Volume(v), veh/h 36 0 36 2 0 9 98 329 344 34 1049 12 Grp Sat Flow(s),veh/h/ln 1576 0 1509 1667 0 1651 1602 1611 1686 1524 1637 1483 Q Serve(g_s), s 0.0 0.0 2.8 0.0 0.0 0.6 1.6 7.4 7.4 0.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 2.8 0.0 0.0 0.6 1.6 7.4 7.4 0.6 0.0 0.0 Prop In Lane 1.00 0.89 1.00 0.33 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 143 0 59 112 0 54 513 1225 1282 600 2450 1153 V/C Ratio(X) 0.25 0.00 0.61 0.02 0.00 0.17 0.19 0.27 0.27 0.06 0.43 0.01 Avail Cap(c_a), veh/h 255 0 377 240 0 413 676 1225 1282 709 2450 1153 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.90 0.90 0.90 Uniform Delay (d), s/veh 54.8 0.0 56.8 56.2 0.0 56.4 2.8 4.3 4.3 3.1 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 10.0 0.1 0.0 1.4 0.2 0.5 0.5 0.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.2 0.1 0.0 0.3 0.4 2.1 2.2 0.1 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.8 0.0 66.8 56.3 0.0 57.8 2.9 4.8 4.8 3.2 0.5 0.0 LnGrp LOS E A E E A E A A A A A A Approach Vol, veh/h 72 11 771 1095 Approach Delay, s/veh 61.3 57.5 4.6 0.6 Approach LOS E E A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.4 97.2 5.8 10.7 7.8 95.7 6.5 10.0 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 48.1 12.0 30.0 17.0 43.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 2.6 9.4 2.0 4.8 3.6 2.0 2.0 2.6 Green Ext Time (p_c), s 0.0 4.2 0.0 0.1 0.2 8.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7 HCM 6th LOS A Queues 6: N 19th Ave & Valley Center 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 214 279 11 22 111 588 12 664 124 v/c Ratio 0.80 0.51 0.07 0.08 0.45 0.29 0.18 0.41 0.16 Control Delay 63.8 7.2 32.9 16.8 50.7 9.1 62.9 17.3 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 7.2 32.9 16.8 50.7 9.1 62.9 17.3 2.2 Queue Length 50th (ft) 158 0 7 4 44 78 9 138 4 Queue Length 95th (ft) 207 48 20 21 70 108 m18 200 m12 Internal Link Dist (ft) 1069 356 1402 548 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 378 656 219 391 317 2024 89 1635 758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 7 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.43 0.05 0.06 0.35 0.29 0.13 0.41 0.16 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 2 237 9 5 14 94 494 6 10 564 105 Future Volume (veh/h) 180 2 237 9 5 14 94 494 6 10 564 105 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1682 1068 1723 1409 1750 1163 1614 1695 1750 1204 1682 1614 Adj Flow Rate, veh/h 212 2 128 11 6 7 111 581 2 12 664 57 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 5 50 2 25 0 43 10 4 0 40 5 10 Cap, veh/h 289 2 398 88 201 234 942 1813 6 16 767 328 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.63 1.00 1.00 0.03 0.48 0.48 Sat Flow, veh/h 843 8 1460 1030 736 859 2981 3293 11 1147 3195 1367 Grp Volume(v), veh/h 214 0 128 11 0 13 111 284 299 12 664 57 Grp Sat Flow(s),veh/h/ln 851 0 1460 1030 0 1595 1491 1611 1693 1147 1598 1367 Q Serve(g_s), s 28.7 0.0 8.4 1.3 0.0 0.7 1.8 0.0 0.0 1.2 22.2 2.8 Cycle Q Clear(g_c), s 29.4 0.0 8.4 30.7 0.0 0.7 1.8 0.0 0.0 1.2 22.2 2.8 Prop In Lane 0.99 1.00 1.00 0.54 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 291 0 398 88 0 435 942 887 932 16 767 328 V/C Ratio(X) 0.73 0.00 0.32 0.13 0.00 0.03 0.12 0.32 0.32 0.76 0.87 0.17 Avail Cap(c_a), veh/h 333 0 467 137 0 511 942 887 932 86 1278 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 0.68 0.68 0.68 Uniform Delay (d), s/veh 42.8 0.0 34.8 57.4 0.0 32.0 15.4 0.0 0.0 58.2 29.5 24.4 Incr Delay (d2), s/veh 7.1 0.0 0.5 0.6 0.0 0.0 0.1 0.9 0.9 39.3 9.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 0.0 3.1 0.3 0.0 0.3 0.6 0.2 0.2 0.5 7.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.9 0.0 35.3 58.0 0.0 32.1 15.5 0.9 0.9 97.5 38.4 25.2 LnGrp LOS D A D E A C B A A F D C Approach Vol, veh/h 342 24 694 733 Approach Delay, s/veh 44.4 44.0 3.2 38.4 Approach LOS D D A D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 73.1 39.3 44.9 35.8 39.3 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 53.0 38.4 13.0 48.0 38.4 Max Q Clear Time (g_c+I1), s 3.2 2.0 31.4 3.8 24.2 32.7 Green Ext Time (p_c), s 0.0 3.6 0.9 0.2 4.6 0.0 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Queues 12: N 19th Ave & I90 Off Ramp 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 35 574 528 317 94 421 v/c Ratio 0.13 0.93 0.50 0.32 0.18 0.35 Control Delay 35.2 32.9 13.2 2.5 7.4 9.5 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 Total Delay 35.2 32.9 13.3 2.5 7.4 9.5 Queue Length 50th (ft) 23 120 249 17 18 112 Queue Length 95th (ft) 40 175 158 17 46 215 Internal Link Dist (ft) 476 548 1052 Turn Bay Length (ft) 270 300 Base Capacity (vph) 472 752 1055 989 625 1217 Starvation Cap Reductn 0 0 93 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.76 0.55 0.32 0.15 0.35 Intersection Summary HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 1 471 0 0 0 0 433 260 77 345 0 Future Volume (veh/h) 28 1 471 0 0 0 0 433 260 77 345 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1559 1750 1695 0 1695 1654 1709 1709 0 Adj Flow Rate, veh/h 34 1 268 0 528 0 94 421 0 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 14 0 4 0 4 7 3 3 0 Cap, veh/h 334 10 296 0 1076 533 1196 0 Arrive On Green 0.21 0.21 0.21 0.00 0.63 0.00 0.04 0.93 0.00 Sat Flow, veh/h 1621 48 1437 0 1695 1402 1628 1709 0 Grp Volume(v), veh/h 35 0 268 0 528 0 94 421 0 Grp Sat Flow(s),veh/h/ln 1669 0 1437 0 1695 1402 1628 1709 0 Q Serve(g_s), s 2.0 0.0 21.8 0.0 19.8 0.0 2.3 3.1 0.0 Cycle Q Clear(g_c), s 2.0 0.0 21.8 0.0 19.8 0.0 2.3 3.1 0.0 Prop In Lane 0.97 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 344 0 296 0 1076 533 1196 0 V/C Ratio(X) 0.10 0.00 0.90 0.00 0.49 0.18 0.35 0.00 Avail Cap(c_a), veh/h 537 0 462 0 1076 725 1196 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.97 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.6 0.0 46.5 0.0 11.6 0.0 8.3 1.4 0.0 Incr Delay (d2), s/veh 0.1 0.0 14.7 0.0 1.6 0.0 0.2 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 8.7 0.0 7.2 0.0 0.7 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.7 0.0 61.1 0.0 13.2 0.0 8.4 2.2 0.0 LnGrp LOS D A E A B A A A Approach Vol, veh/h 303 528 A 515 Approach Delay, s/veh 58.6 13.2 3.3 Approach LOS E B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.8 82.1 30.1 89.9 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 19.0 48.1 38.6 70.1 Max Q Clear Time (g_c+I1), s 4.3 21.8 23.8 5.1 Green Ext Time (p_c), s 0.2 3.3 0.9 2.7 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 7 Intersection Int Delay, s/veh 4.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 65 11 5 30 22 21 Future Vol, veh/h 65 11 5 30 22 21 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 71 12 5 33 24 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 79 36 47 0 - 0 Stage 1 36 - - - - - Stage 2 43 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 924 1037 1560 - - - Stage 1 986 - - - - - Stage 2 979 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 921 1037 1560 - - - Mov Cap-2 Maneuver 921 - - - - - Stage 1 983 - - - - - Stage 2 979 - - - - - Approach EB NB SB HCM Control Delay, s 9.2 1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1560 - 936 - - HCM Lane V/C Ratio 0.003 - 0.088 - - HCM Control Delay (s) 7.3 0 9.2 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.3 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 8 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 2 104 18 3 95 Future Vol, veh/h 32 2 104 18 3 95 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 2 113 20 3 103 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 232 123 0 0 133 0 Stage 1 123 - - - - - Stage 2 109 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 756 928 - - 1452 - Stage 1 902 - - - - - Stage 2 916 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 754 928 - - 1452 - Mov Cap-2 Maneuver 754 - - - - - Stage 1 902 - - - - - Stage 2 914 - - - - - Approach WB NB SB HCM Control Delay, s 10 0 0.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 762 1452 - HCM Lane V/C Ratio - - 0.048 0.002 - HCM Control Delay (s) - - 10 7.5 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 48 25 9 18 1 9 14 15 0 11 1 Future Vol, veh/h 2 48 25 9 18 1 9 14 15 0 11 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 52 27 10 20 1 10 15 16 0 12 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 67 64 13 95 56 23 13 0 0 31 0 0 Stage 1 13 13 - 43 43 - - - - - - - Stage 2 54 51 - 52 13 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 926 827 1067 888 835 1054 1606 - - 1582 - - Stage 1 1007 885 - 971 859 - - - - - - - Stage 2 958 852 - 961 885 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 905 822 1067 820 830 1054 1606 - - 1582 - - Mov Cap-2 Maneuver 905 822 - 820 830 - - - - - - - Stage 1 1001 885 - 965 854 - - - - - - - Stage 2 929 847 - 881 885 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.4 9.5 1.7 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1606 - - 892 833 1582 - - HCM Lane V/C Ratio 0.006 - - 0.091 0.037 - - - HCM Control Delay (s) 7.3 0 - 9.4 9.5 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 10 Intersection Int Delay, s/veh 0.6 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 17 0 244 11 4 66 Future Vol, veh/h 17 0 244 11 4 66 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 0 265 12 4 72 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 351 271 0 0 277 0 Stage 1 271 - - - - - Stage 2 80 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 646 768 - - 1286 - Stage 1 775 - - - - - Stage 2 943 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 644 768 - - 1286 - Mov Cap-2 Maneuver 644 - - - - - Stage 1 775 - - - - - Stage 2 940 - - - - - Approach NB SE NW HCM Control Delay, s 10.8 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 644 - 1286 - - - HCM Lane V/C Ratio 0.029 - 0.003 - - - HCM Control Delay (s) 10.8 0 7.8 - - - HCM Lane LOS B A A - - - HCM 95th %tile Q(veh) 0.1 - 0 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/13/2020 Year 2020- AM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 11 Intersection Int Delay, s/veh 2.6 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 107 0 264 77 6 84 Future Vol, veh/h 107 0 264 77 6 84 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 116 0 287 84 7 91 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 434 329 0 0 371 0 Stage 1 329 - - - - - Stage 2 105 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 579 712 - - 1188 - Stage 1 729 - - - - - Stage 2 919 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 576 712 - - 1188 - Mov Cap-2 Maneuver 576 - - - - - Stage 1 729 - - - - - Stage 2 913 - - - - - Approach NB SE NW HCM Control Delay, s 12.8 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 576 1188 - - - HCM Lane V/C Ratio 0.202 0.005 - - - HCM Control Delay (s) 12.8 8 0 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.7 0 - - - Queues 3: N 19th Ave & Cattail Street 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 45 271 4 61 286 1102 14 897 31 v/c Ratio 0.27 0.71 0.03 0.50 0.55 0.43 0.04 0.39 0.03 Control Delay 60.4 18.1 52.5 38.5 9.5 5.2 3.8 8.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.4 18.1 52.5 38.5 9.5 5.2 3.8 8.1 0.2 Queue Length 50th (ft) 40 4 4 13 35 98 2 92 0 Queue Length 95th (ft) 75 99 14 62 112 250 m5 186 1 Internal Link Dist (ft) 382 700 2602 1402 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 219 511 197 337 683 2576 387 2274 1195 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.53 0.02 0.18 0.42 0.43 0.04 0.39 0.03 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 5 258 4 14 46 277 1068 1 14 870 30 Future Volume (veh/h) 44 5 258 4 14 46 277 1068 1 14 870 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1695 1736 1723 1750 1518 1736 1750 Adj Flow Rate, veh/h 45 5 112 4 14 13 286 1101 1 14 897 24 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 4 0 0 0 0 4 1 2 0 17 1 0 Cap, veh/h 159 6 134 57 28 26 590 2573 2 364 2375 1165 Arrive On Green 0.07 0.09 0.09 0.01 0.03 0.03 0.06 0.77 0.77 0.03 1.00 1.00 Sat Flow, veh/h 1615 64 1429 1667 835 775 1654 3356 3 1446 3299 1483 Grp Volume(v), veh/h 45 0 117 4 0 27 286 537 565 14 897 24 Grp Sat Flow(s),veh/h/ln 1615 0 1493 1667 0 1610 1654 1637 1722 1446 1650 1483 Q Serve(g_s), s 0.0 0.0 11.6 0.0 0.0 2.5 6.4 17.1 17.1 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 11.6 0.0 0.0 2.5 6.4 17.1 17.1 0.4 0.0 0.0 Prop In Lane 1.00 0.96 1.00 0.48 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 0 140 57 0 54 590 1255 1320 364 2375 1165 V/C Ratio(X) 0.28 0.00 0.83 0.07 0.00 0.50 0.48 0.43 0.43 0.04 0.38 0.02 Avail Cap(c_a), veh/h 182 0 299 181 0 322 896 1255 1320 458 2375 1165 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 0.92 0.92 0.92 Uniform Delay (d), s/veh 65.4 0.0 66.8 74.2 0.0 71.3 3.8 6.1 6.1 5.6 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 11.9 0.5 0.0 7.1 0.6 1.0 0.9 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 4.9 0.2 0.0 1.1 1.9 5.4 5.7 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.4 0.0 78.7 74.8 0.0 78.4 4.4 7.1 7.0 5.6 0.4 0.0 LnGrp LOS E A E E A E A A A A A A Approach Vol, veh/h 162 31 1388 935 Approach Delay, s/veh 75.3 78.0 6.5 0.5 Approach LOS E E A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.2 120.9 3.8 20.1 12.3 113.9 12.9 11.0 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 78.1 12.0 30.0 37.0 53.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 2.4 19.1 2.0 13.6 8.4 2.0 2.0 4.5 Green Ext Time (p_c), s 0.0 8.6 0.0 0.6 0.8 7.3 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Queues 6: N 19th Ave & Valley Center 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 299 273 3 39 320 929 25 572 305 v/c Ratio 0.86 0.45 0.02 0.10 0.73 0.51 0.36 0.40 0.37 Control Delay 73.0 6.1 33.7 13.7 64.7 19.3 84.1 29.3 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.0 6.1 33.7 13.7 64.7 19.3 84.1 29.3 3.6 Queue Length 50th (ft) 275 0 2 5 159 301 23 207 3 Queue Length 95th (ft) 369 62 10 32 195 385 m47 266 37 Internal Link Dist (ft) 1069 356 1402 548 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 377 639 204 426 681 1896 78 1464 831 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 66 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.43 0.01 0.09 0.47 0.51 0.32 0.39 0.37 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 272 3 251 3 6 29 294 840 15 23 526 281 Future Volume (veh/h) 272 3 251 3 6 29 294 840 15 23 526 281 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1300 1723 1750 1750 1463 1736 1723 1654 1218 1736 1750 Adj Flow Rate, veh/h 296 3 93 3 7 10 320 913 5 25 572 103 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 33 2 0 0 21 1 2 7 39 1 0 Cap, veh/h 342 3 422 48 189 269 1197 1860 10 26 661 297 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.75 1.00 1.00 0.05 0.40 0.40 Sat Flow, veh/h 1017 10 1460 1320 652 931 3208 3338 18 1160 3299 1483 Grp Volume(v), veh/h 299 0 93 3 0 17 320 448 470 25 572 103 Grp Sat Flow(s),veh/h/ln 1027 0 1460 1320 0 1582 1604 1637 1719 1160 1650 1483 Q Serve(g_s), s 42.2 0.0 7.3 0.0 0.0 1.2 4.7 0.0 0.0 3.2 23.9 7.3 Cycle Q Clear(g_c), s 43.4 0.0 7.3 43.4 0.0 1.2 4.7 0.0 0.0 3.2 23.9 7.3 Prop In Lane 0.99 1.00 1.00 0.59 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 345 0 422 48 0 458 1197 912 958 26 661 297 V/C Ratio(X) 0.87 0.00 0.22 0.06 0.00 0.04 0.27 0.49 0.49 0.95 0.87 0.35 Avail Cap(c_a), veh/h 345 0 422 48 0 458 1197 912 958 70 1188 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.91 0.91 0.91 0.74 0.74 0.74 Uniform Delay (d), s/veh 54.0 0.0 40.5 75.0 0.0 38.3 12.5 0.0 0.0 71.5 43.1 38.1 Incr Delay (d2), s/veh 20.1 0.0 0.3 0.5 0.0 0.0 0.1 1.7 1.6 59.3 11.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.9 0.0 2.7 0.1 0.0 0.5 1.6 0.4 0.4 1.4 9.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.2 0.0 40.7 75.5 0.0 38.3 12.7 1.7 1.6 130.8 54.1 40.5 LnGrp LOS E A D E A D B A A F D D Approach Vol, veh/h 392 20 1238 700 Approach Delay, s/veh 66.2 43.9 4.5 54.8 Approach LOS E D A D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.4 90.6 50.0 63.0 37.0 50.0 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 78.0 43.4 32.0 54.0 43.4 Max Q Clear Time (g_c+I1), s 5.2 2.0 45.4 6.7 25.9 45.4 Green Ext Time (p_c), s 0.0 6.5 0.0 1.1 4.2 0.0 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C Queues 12: N 19th Ave & I90 Off Ramp 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 38 431 911 304 59 599 v/c Ratio 0.23 0.89 0.70 0.27 0.15 0.43 Control Delay 59.0 32.5 13.0 1.2 4.3 6.3 Queue Delay 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 59.0 32.5 13.5 1.2 4.3 6.3 Queue Length 50th (ft) 35 63 224 16 7 127 Queue Length 95th (ft) 64 189 980 m13 28 324 Internal Link Dist (ft) 476 548 1052 Turn Bay Length (ft) 270 300 Base Capacity (vph) 334 599 1308 1143 439 1398 Starvation Cap Reductn 0 0 118 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.72 0.77 0.27 0.13 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 2 414 0 0 0 0 875 292 57 575 0 Future Volume (veh/h) 35 2 414 0 0 0 0 875 292 57 575 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1627 1750 1709 0 1723 1695 1750 1723 0 Adj Flow Rate, veh/h 36 2 148 0 911 0 59 599 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 9 0 3 0 2 4 0 2 0 Cap, veh/h 186 10 170 0 1304 570 1391 0 Arrive On Green 0.12 0.12 0.12 0.00 1.00 0.00 0.03 1.00 0.00 Sat Flow, veh/h 1583 88 1448 0 1723 1437 1667 1723 0 Grp Volume(v), veh/h 38 0 148 0 911 0 59 599 0 Grp Sat Flow(s),veh/h/ln 1671 0 1448 0 1723 1437 1667 1723 0 Q Serve(g_s), s 3.1 0.0 15.1 0.0 0.0 0.0 1.1 0.0 0.0 Cycle Q Clear(g_c), s 3.1 0.0 15.1 0.0 0.0 0.0 1.1 0.0 0.0 Prop In Lane 0.95 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 196 0 170 0 1304 570 1391 0 V/C Ratio(X) 0.19 0.00 0.87 0.00 0.70 0.10 0.43 0.00 Avail Cap(c_a), veh/h 363 0 315 0 1304 652 1391 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.85 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 59.8 0.0 65.1 0.0 0.0 0.0 3.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 12.7 0.0 2.7 0.0 0.1 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 6.1 0.0 1.0 0.0 0.3 0.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.3 0.0 77.8 0.0 2.7 0.0 3.2 1.0 0.0 LnGrp LOS E A E A A A A A Approach Vol, veh/h 186 911 A 658 Approach Delay, s/veh 74.3 2.7 1.2 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.6 119.4 23.0 127.0 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 12.0 91.1 32.6 106.1 Max Q Clear Time (g_c+I1), s 3.1 2.0 17.1 2.0 Green Ext Time (p_c), s 0.1 8.6 0.5 4.3 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 7 Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 98 19 14 57 76 74 Future Vol, veh/h 98 19 14 57 76 74 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 107 21 15 62 83 80 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 215 123 163 0 - 0 Stage 1 123 - - - - - Stage 2 92 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 773 928 1416 - - - Stage 1 902 - - - - - Stage 2 932 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 764 928 1416 - - - Mov Cap-2 Maneuver 764 - - - - - Stage 1 892 - - - - - Stage 2 932 - - - - - Approach EB NB SB HCM Control Delay, s 10.5 1.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1416 - 787 - - HCM Lane V/C Ratio 0.011 - 0.162 - - HCM Control Delay (s) 7.6 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.6 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 8 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 22 6 144 63 8 131 Future Vol, veh/h 22 6 144 63 8 131 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 7 157 68 9 142 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 351 191 0 0 225 0 Stage 1 191 - - - - - Stage 2 160 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 646 851 - - 1344 - Stage 1 841 - - - - - Stage 2 869 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 641 851 - - 1344 - Mov Cap-2 Maneuver 641 - - - - - Stage 1 841 - - - - - Stage 2 863 - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 677 1344 - HCM Lane V/C Ratio - - 0.045 0.006 - HCM Control Delay (s) - - 10.6 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 9 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 37 29 19 47 3 18 109 11 1 27 4 Future Vol, veh/h 0 37 29 19 47 3 18 109 11 1 27 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 40 32 21 51 3 20 118 12 1 29 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 224 203 31 233 199 124 33 0 0 130 0 0 Stage 1 33 33 - 164 164 - - - - - - - Stage 2 191 170 - 69 35 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 732 693 1043 722 697 927 1579 - - 1455 - - Stage 1 983 868 - 838 762 - - - - - - - Stage 2 811 758 - 941 866 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 680 683 1043 661 687 927 1579 - - 1455 - - Mov Cap-2 Maneuver 680 683 - 661 687 - - - - - - - Stage 1 969 867 - 826 751 - - - - - - - Stage 2 743 747 - 869 865 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.9 10.9 1 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1579 - - 805 687 1455 - - HCM Lane V/C Ratio 0.012 - - 0.089 0.109 0.001 - - HCM Control Delay (s) 7.3 0 - 9.9 10.9 7.5 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0.3 0.4 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 10 Intersection Int Delay, s/veh 2.9 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 108 4 168 18 8 196 Future Vol, veh/h 108 4 168 18 8 196 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 50 0 - - 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 117 4 183 20 9 213 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 424 193 0 0 203 0 Stage 1 193 - - - - - Stage 2 231 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 587 849 - - 1369 - Stage 1 840 - - - - - Stage 2 807 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 583 849 - - 1369 - Mov Cap-2 Maneuver 583 - - - - - Stage 1 840 - - - - - Stage 2 801 - - - - - Approach NB SE NW HCM Control Delay, s 12.6 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT SET SER Capacity (veh/h) 583 849 1369 - - - HCM Lane V/C Ratio 0.201 0.005 0.006 - - - HCM Control Delay (s) 12.7 9.3 7.6 - - - HCM Lane LOS B A A - - - HCM 95th %tile Q(veh) 0.7 0 0 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/13/2020 Year 2020- PM Peak 11/13/2020 Existing Condition Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4.9 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 185 15 211 112 8 308 Future Vol, veh/h 185 15 211 112 8 308 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 201 16 229 122 9 335 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 643 290 0 0 351 0 Stage 1 290 - - - - - Stage 2 353 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 438 749 - - 1208 - Stage 1 759 - - - - - Stage 2 711 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 434 749 - - 1208 - Mov Cap-2 Maneuver 434 - - - - - Stage 1 759 - - - - - Stage 2 705 - - - - - Approach NB SE NW HCM Control Delay, s 20.4 0 0.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 448 1208 - - - HCM Lane V/C Ratio 0.485 0.007 - - - HCM Control Delay (s) 20.4 8 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.6 0 - - - APPENDIX C INTERNAL CAPTURE WORKSHEETS AnalystName of DevelopmentDateTime Period AnalyzedExit to00Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal0Enter0 0Enter155 6 149 1240Exit0 0Exit155 31 124 149Enter fromTotal0 0 0Total310 37 273 Enter fromExternal%0% 0.0% 0.0% 00%100% 11.9% 88.1% ExternalDemand20.0% 0Demand31 20.0%0BalancedBalanced0Demand14.0% 0Demand116 8.0%00004.0% 6Demand0 5.0%Demand0BalancedBalanced02.0% 29Demand0 4.0%DemandExit to00Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal1444Enter1449 31 1418Enter0 0 01418Exit1450 6 1444Exit0 0 0Enter fromTotal2899 37 2862Total0 0 0 Enter fromExternal%100% 1.3% 98.7% 00%0% 0% 0% ExternalMULTI-USE TRIP GENERATION CALCULATIONA StoltzfusEast Lake10/16/20Average WeekdayDemand Balanced DemandLAND USE A: ResidentialLAND USE B: Office710Size0Size 31,800 SF GFAITE LU CodeDemand Balanced Demand ITE LU Code0DemandBalancedBalanced031BalancedBalanced00DemandDemandDemandInternal CaptureDemandDemand00DemandDemand60LAND USE C RetailLAND USE D: RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code0Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALDemand Balanced DemandSize 76,800 SF GFA0SizeEnter0 149 1418 0 1567Total0 273 2862 0 3135INTERNAL CAPTUREExit0 124 1444 0 15682.3%Single-Use Trip Gen. Est.0 310 2899 0 3209 AnalystName of DevelopmentDateTime Period AnalyzedExit to00Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal0Enter0 0Enter32 1 31 40Exit0 0Exit5 1 4 31Enter fromTotal0 0 0Total37 2 35 Enter fromExternal%0% 0.0% 0.0% 00%100% 5.4% 94.6% ExternalDemand20.0% 0Demand1 28.0%0BalancedBalanced0Demand20.0% 0Demand14 32.0%00004.0% 1Demand0 5.0%Demand0BalancedBalanced029.0% 8Demand0 4.0%DemandExit to13.0% 4 50.0% 0Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal26Enter45 1 44Enter0 0 044Exit27 1 26Exit0 0 0Enter fromTotal72 2 70Total0 0 0 Enter fromExternal%100% 2.8% 97.2% 4 8.0% 0 14.0%%0% 0% 0% ExternalLAND USE A: ResidentialLAND USE B: Office710MULTI-USE TRIP GENERATION CALCULATIONA StoltzfusEast Lake10/16/20AM Peak Hour31,800 SF GFAITE LU Code 0Demand Balanced Demand ITE LU CodeDemandSize 00SizeDemand Balanced Demand0DemandBalancedBalanced01BalancedBalanced00DemandDemandDemandInternal CaptureDemand00DemandDemand10LAND USE C RetailLAND USE D: RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code 000Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALDemand Balanced DemandSize 76,800 SF GFA0SizeEnter0 31 44 0 75Total0 35 70 0 105INTERNAL CAPTUREExit0 4 26 0 303.7%Single-Use Trip Gen. Est.0 37 72 0 109 AnalystName of DevelopmentDateTime Period AnalyzedExit to00Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal0Enter0 0Enter6 2 4 250Exit0 0Exit31 6 25 4Enter fromTotal0 0 0Total37 8 29 Enter fromExternal%0% 0.0% 0.0% 00%100% 21.6% 78.4% ExternalDemand21.0% 0Demand6 20.0%0BalancedBalanced0Demand14.0% 0Demand11 8.0%000031.0% 2Demand0 16.0%Demand0BalancedBalanced02.0% 3Demand0 18.0%DemandExit to00Exit toExternalTotal Internal ExternalTotal Internal ExternalExternal150Enter141 6 135Enter0 0 0135Exit152 2 150Exit0 0 0Enter fromTotal293 8 285Total0 0 0 Enter fromExternal%100% 2.7% 97.3% 00%0% 0% 0% ExternalLAND USE A: ResidentialLAND USE B: Office710MULTI-USE TRIP GENERATION CALCULATIONA StoltzfusEast Lake10/16/20PM Peak Hour31,800 SF GFAITE LU Code 0Demand Balanced Demand ITE LU CodeDemandSize 00SizeDemand Balanced Demand0DemandBalancedBalanced06BalancedBalanced00DemandDemandDemandInternal CaptureDemand00DemandDemand20LAND USE C RetailLAND USE D: RestaurantITE LU Code 820Demand Balanced Demand ITE LU Code 000Net External Trips for Multi-Use DevelopmentLAND USE A LAND USE B LAND USE C LAND USE D TOTALDemand Balanced DemandSize 76,800 SF GFA0SizeEnter0 4 135 0 139Total0 29 285 0 314INTERNAL CAPTUREExit0 25 150 0 1754.8%Single-Use Trip Gen. Est.0 37 293 0 330 APPENDIX D CAPACITY CALCULATIONS – FULL BUILDOUT (2026) Queues 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 35 180 2 38 139 747 36 1062 12 v/c Ratio 0.19 0.60 0.01 0.38 0.36 0.32 0.07 0.47 0.01 Control Delay 45.3 16.6 39.5 35.9 4.5 3.6 1.5 3.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.3 16.6 39.5 35.9 4.5 3.6 1.5 3.9 0.0 Queue Length 50th (ft) 24 3 1 8 9 35 2 52 0 Queue Length 95th (ft) 51 72 9 44 17 164 m4 112 m0 Internal Link Dist (ft) 382 700 2602 1352 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 242 498 248 331 472 2370 557 2251 1241 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.36 0.01 0.11 0.29 0.32 0.06 0.47 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 4 162 2 10 25 128 677 10 33 977 11 Future Volume (veh/h) 32 4 162 2 10 25 128 677 10 33 977 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1750 1723 1750 1750 1259 1682 1695 1600 1600 1723 1750 Adj Flow Rate, veh/h 35 4 35 2 11 3 139 736 11 36 1062 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 2 0 0 36 5 4 11 11 2 0 Cap, veh/h 141 6 56 111 46 13 509 2463 37 560 2441 1149 Arrive On Green 0.03 0.04 0.04 0.02 0.04 0.04 0.04 0.76 0.76 0.06 1.00 1.00 Sat Flow, veh/h 1576 155 1352 1667 1324 361 1602 3249 49 1524 3273 1483 Grp Volume(v), veh/h 35 0 39 2 0 14 139 365 382 36 1062 12 Grp Sat Flow(s),veh/h/ln 1576 0 1507 1667 0 1685 1602 1611 1687 1524 1637 1483 Q Serve(g_s), s 0.0 0.0 3.1 0.0 0.0 1.0 2.4 8.5 8.5 0.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 3.1 0.0 0.0 1.0 2.4 8.5 8.5 0.6 0.0 0.0 Prop In Lane 1.00 0.90 1.00 0.21 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 141 0 62 111 0 59 509 1221 1279 560 2441 1149 V/C Ratio(X) 0.25 0.00 0.63 0.02 0.00 0.24 0.27 0.30 0.30 0.06 0.44 0.01 Avail Cap(c_a), veh/h 254 0 377 240 0 421 669 1221 1279 668 2441 1149 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.86 0.86 0.86 Uniform Delay (d), s/veh 54.9 0.0 56.6 56.3 0.0 56.3 2.9 4.5 4.5 3.2 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 10.0 0.1 0.0 2.0 0.3 0.6 0.6 0.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.3 0.1 0.0 0.4 0.6 2.4 2.5 0.2 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.8 0.0 66.7 56.4 0.0 58.4 3.1 5.1 5.1 3.3 0.5 0.0 LnGrp LOS E A E E A E A A A A A A Approach Vol, veh/h 74 16 886 1110 Approach Delay, s/veh 61.6 58.1 4.8 0.6 Approach LOS E E A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 96.9 5.7 10.9 8.0 95.4 6.4 10.2 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 48.1 12.0 30.0 17.0 43.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 2.6 10.5 2.0 5.1 4.4 2.0 2.0 3.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.2 0.3 9.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.0 HCM 6th LOS A Queues 6: N 19th Ave & Valley Center Dr 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 260 322 11 24 208 618 12 697 241 v/c Ratio 0.85 0.52 0.07 0.07 0.62 0.32 0.18 0.49 0.32 Control Delay 65.5 6.5 30.7 15.8 55.6 11.9 61.7 21.2 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.5 6.5 30.7 15.8 55.6 11.9 61.7 21.2 2.3 Queue Length 50th (ft) 189 0 6 4 82 99 9 170 10 Queue Length 95th (ft) 275 66 20 24 124 108 m15 m268 m25 Internal Link Dist (ft) 829 356 1352 596 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 378 686 197 396 356 1923 89 1468 756 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.47 0.06 0.06 0.58 0.32 0.13 0.47 0.32 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center Dr 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 237 2 296 10 6 16 191 561 7 11 641 222 Future Volume (veh/h) 237 2 296 10 6 16 191 561 7 11 641 222 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1682 1068 1723 1409 1750 1163 1614 1695 1750 1204 1682 1614 Adj Flow Rate, veh/h 258 2 148 11 7 7 208 610 4 12 697 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 50 2 25 0 43 10 4 0 40 5 10 Cap, veh/h 330 2 467 81 257 257 767 1650 11 16 802 343 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.51 1.00 1.00 0.03 0.50 0.50 Sat Flow, veh/h 846 7 1460 1012 803 803 2981 3281 22 1147 3195 1367 Grp Volume(v), veh/h 260 0 148 11 0 14 208 299 315 12 697 111 Grp Sat Flow(s),veh/h/ln 852 0 1460 1012 0 1606 1491 1611 1692 1147 1598 1367 Q Serve(g_s), s 35.2 0.0 9.2 1.3 0.0 0.7 4.7 0.0 0.0 1.2 23.1 5.8 Cycle Q Clear(g_c), s 35.9 0.0 9.2 37.2 0.0 0.7 4.7 0.0 0.0 1.2 23.1 5.8 Prop In Lane 0.99 1.00 1.00 0.50 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 333 0 467 81 0 514 767 810 851 16 802 343 V/C Ratio(X) 0.78 0.00 0.32 0.14 0.00 0.03 0.27 0.37 0.37 0.76 0.87 0.32 Avail Cap(c_a), veh/h 333 0 467 81 0 514 767 810 851 86 1278 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.62 0.62 0.62 Uniform Delay (d), s/veh 40.3 0.0 30.9 58.1 0.0 28.0 22.8 0.0 0.0 58.2 28.1 23.8 Incr Delay (d2), s/veh 11.4 0.0 0.4 0.7 0.0 0.0 0.2 1.2 1.2 36.5 8.1 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 0.0 3.3 0.3 0.0 0.3 1.5 0.3 0.3 0.5 7.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.7 0.0 31.3 58.9 0.0 28.0 23.0 1.2 1.2 94.7 36.2 25.4 LnGrp LOS D A C E A C C A A F D C Approach Vol, veh/h 408 25 822 820 Approach Delay, s/veh 44.3 41.6 6.7 35.6 Approach LOS D D A D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 67.4 45.0 37.9 37.1 45.0 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 53.0 38.4 13.0 48.0 38.4 Max Q Clear Time (g_c+I1), s 3.2 2.0 37.9 6.7 25.1 39.2 Green Ext Time (p_c), s 0.0 3.8 0.1 0.3 5.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C Queues 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 35 591 562 322 93 516 v/c Ratio 0.09 0.95 0.60 0.35 0.21 0.47 Control Delay 30.6 42.2 18.1 2.9 9.8 14.0 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay 30.6 42.2 18.2 2.9 9.8 14.0 Queue Length 50th (ft) 20 204 281 18 25 207 Queue Length 95th (ft) 44 #419 212 26 51 321 Internal Link Dist (ft) 476 596 1173 Turn Bay Length (ft) 270 300 Base Capacity (vph) 472 695 936 913 531 1103 Starvation Cap Reductn 0 0 32 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.85 0.62 0.35 0.18 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 1 544 0 0 0 0 517 296 86 475 0 Future Volume (veh/h) 31 1 544 0 0 0 0 517 296 86 475 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1559 1750 1695 0 1695 1654 1709 1709 0 Adj Flow Rate, veh/h 34 1 276 0 562 0 93 516 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 0 4 0 4 7 3 3 0 Cap, veh/h 343 10 304 0 1067 573 1186 0 Arrive On Green 0.21 0.21 0.21 0.00 0.84 0.00 0.04 0.92 0.00 Sat Flow, veh/h 1621 48 1437 0 1695 1402 1628 1709 0 Grp Volume(v), veh/h 35 0 276 0 562 0 93 516 0 Grp Sat Flow(s),veh/h/ln 1669 0 1437 0 1695 1402 1628 1709 0 Q Serve(g_s), s 2.0 0.0 22.5 0.0 11.6 0.0 2.3 4.6 0.0 Cycle Q Clear(g_c), s 2.0 0.0 22.5 0.0 11.6 0.0 2.3 4.6 0.0 Prop In Lane 0.97 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 353 0 304 0 1067 573 1186 0 V/C Ratio(X) 0.10 0.00 0.91 0.00 0.53 0.16 0.43 0.00 Avail Cap(c_a), veh/h 537 0 462 0 1067 766 1186 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.96 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.1 0.0 46.2 0.0 4.6 0.0 7.1 1.6 0.0 Incr Delay (d2), s/veh 0.1 0.0 15.6 0.0 1.8 0.0 0.1 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 9.1 0.0 3.1 0.0 0.7 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.2 0.0 61.7 0.0 6.4 0.0 7.3 2.8 0.0 LnGrp LOS D A E A A A A A Approach Vol, veh/h 311 562 A 609 Approach Delay, s/veh 59.1 6.4 3.4 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.8 81.4 30.8 89.2 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 19.0 48.1 38.6 70.1 Max Q Clear Time (g_c+I1), s 4.3 13.6 24.5 6.6 Green Ext Time (p_c), s 0.2 3.8 0.9 3.5 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 7 Intersection Int Delay, s/veh 4.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 115 10 4 80 40 36 Future Vol, veh/h 115 10 4 80 40 36 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 125 11 4 87 43 39 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 158 63 82 0 - 0 Stage 1 63 - - - - - Stage 2 95 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 833 1002 1515 - - - Stage 1 960 - - - - - Stage 2 929 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 831 1002 1515 - - - Mov Cap-2 Maneuver 831 - - - - - Stage 1 957 - - - - - Stage 2 929 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1515 - 843 - - HCM Lane V/C Ratio 0.003 - 0.161 - - HCM Control Delay (s) 7.4 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.6 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 40 2 114 38 4 104 Future Vol, veh/h 40 2 114 38 4 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 2 124 41 4 113 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 266 145 0 0 165 0 Stage 1 145 - - - - - Stage 2 121 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 723 902 - - 1413 - Stage 1 882 - - - - - Stage 2 904 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 721 902 - - 1413 - Mov Cap-2 Maneuver 721 - - - - - Stage 1 882 - - - - - Stage 2 901 - - - - - Approach WB NB SB HCM Control Delay, s 10.3 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 728 1413 - HCM Lane V/C Ratio - - 0.063 0.003 - HCM Control Delay (s) - - 10.3 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 52 27 9 20 8 9 106 17 2 41 6 Future Vol, veh/h 20 52 27 9 20 8 9 106 17 2 41 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 57 29 10 22 9 10 115 18 2 45 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 213 206 49 240 200 124 52 0 0 133 0 0 Stage 1 53 53 - 144 144 - - - - - - - Stage 2 160 153 - 96 56 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 744 691 1020 714 696 927 1554 - - 1452 - - Stage 1 960 851 - 859 778 - - - - - - - Stage 2 842 771 - 911 848 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 715 685 1020 645 690 927 1554 - - 1452 - - Mov Cap-2 Maneuver 715 685 - 645 690 - - - - - - - Stage 1 953 850 - 853 773 - - - - - - - Stage 2 805 766 - 825 847 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 10.3 0.5 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1554 - - 759 717 1452 - - HCM Lane V/C Ratio 0.006 - - 0.142 0.056 0.001 - - HCM Control Delay (s) 7.3 0 - 10.5 10.3 7.5 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 10 Intersection Int Delay, s/veh 0.8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 319 26 16 222 24 5 Future Vol, veh/h 319 26 16 222 24 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 50 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 347 28 17 241 26 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 375 0 636 361 Stage 1 - - - - 361 - Stage 2 - - - - 275 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1183 - 442 684 Stage 1 - - - - 705 - Stage 2 - - - - 771 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1183 - 436 684 Mov Cap-2 Maneuver - - - - 436 - Stage 1 - - - - 705 - Stage 2 - - - - 760 - Approach SE NW NE HCM Control Delay, s 0 0.5 13.2 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 436 684 1183 - - - HCM Lane V/C Ratio 0.06 0.008 0.015 - - - HCM Control Delay (s) 13.8 10.3 8.1 - - - HCM Lane LOS B B A - - - HCM 95th %tile Q(veh) 0.2 0 0 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 11 Intersection Int Delay, s/veh 2.8 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 120 0 369 86 7 115 Future Vol, veh/h 120 0 369 86 7 115 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 0 401 93 8 125 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 589 448 0 0 494 0 Stage 1 448 - - - - - Stage 2 141 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 471 611 - - 1070 - Stage 1 644 - - - - - Stage 2 886 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 467 611 - - 1070 - Mov Cap-2 Maneuver 467 - - - - - Stage 1 644 - - - - - Stage 2 879 - - - - - Approach NB SE NW HCM Control Delay, s 15.7 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 467 1070 - - - HCM Lane V/C Ratio 0.279 0.007 - - - HCM Control Delay (s) 15.7 8.4 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.1 0 - - - HCM 6th TWSC 40: Honor Ln & E Valley Center Dr 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 12 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 9 7 0 7 21 237 11 10 314 0 Future Vol, veh/h 0 0 9 7 0 7 21 237 11 10 314 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 250 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 10 8 0 8 23 258 12 11 341 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 679 171 503 673 135 341 0 0 270 0 0 Stage 1 363 363 - 310 310 - - - - - - - Stage 2 175 316 - 193 363 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 426 372 843 451 375 889 1215 - - 1290 - - Stage 1 628 623 - 675 658 - - - - - - - Stage 2 810 654 - 790 623 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 414 362 843 437 365 889 1215 - - 1290 - - Mov Cap-2 Maneuver 414 362 - 437 365 - - - - - - - Stage 1 616 617 - 662 645 - - - - - - - Stage 2 788 642 - 774 617 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.3 11.3 0.6 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1215 - - 843 586 1290 - - HCM Lane V/C Ratio 0.019 - - 0.012 0.026 0.008 - - HCM Control Delay (s) 8 - - 9.3 11.3 7.8 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0 - - HCM 6th TWSC 41: Honor Ln & Honor Ln Site Access 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 13 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 2 5 16 7 4 Future Vol, veh/h 12 2 5 16 7 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 2 5 17 8 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 22 0 - 0 42 14 Stage 1 - - - - 14 - Stage 2 - - - - 28 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1593 - - - 969 1066 Stage 1 - - - - 1009 - Stage 2 - - - - 995 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1593 - - - 961 1066 Mov Cap-2 Maneuver - - - - 961 - Stage 1 - - - - 1001 - Stage 2 - - - - 995 - Approach EB WB SB HCM Control Delay, s 6.2 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1593 - - - 997 HCM Lane V/C Ratio 0.008 - - - 0.012 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 43: N. 27th Ave & Honor Ln 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 14 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 5 123 12 2 49 Future Vol, veh/h 4 5 123 12 2 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 5 134 13 2 53 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 198 141 0 0 147 0 Stage 1 141 - - - - - Stage 2 57 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 791 907 - - 1435 - Stage 1 886 - - - - - Stage 2 966 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 790 907 - - 1435 - Mov Cap-2 Maneuver 790 - - - - - Stage 1 886 - - - - - Stage 2 965 - - - - - Approach WB NB SB HCM Control Delay, s 9.3 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 851 1435 - HCM Lane V/C Ratio - - 0.011 0.002 - HCM Control Delay (s) - - 9.3 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 44: N. 27th Ave & Billings Clinic Access/North Access 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 15 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 25 3 0 7 87 22 10 15 27 0 Future Vol, veh/h 0 0 25 3 0 7 87 22 10 15 27 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 27 3 0 8 95 24 11 16 29 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 285 286 29 295 281 30 29 0 0 35 0 0 Stage 1 61 61 - 220 220 - - - - - - - Stage 2 224 225 - 75 61 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 667 623 1046 657 627 1044 1584 - - 1576 - - Stage 1 950 844 - 782 721 - - - - - - - Stage 2 779 718 - 934 844 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 626 579 1046 606 583 1044 1584 - - 1576 - - Mov Cap-2 Maneuver 626 579 - 606 583 - - - - - - - Stage 1 892 836 - 734 677 - - - - - - - Stage 2 726 674 - 901 836 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.5 9.3 5.4 2.6 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1584 - - 1046 858 1576 - - HCM Lane V/C Ratio 0.06 - - 0.026 0.013 0.01 - - HCM Control Delay (s) 7.4 0 - 8.5 9.3 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0.2 - - 0.1 0 0 - - HCM 6th TWSC 47: N. 27th Ave & South Access 11/13/2020 Future Year 11/13/2020 AM Peak- No Improvements Synchro 10 Report Page 16 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 3 116 12 10 45 Future Vol, veh/h 6 3 116 12 10 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 3 126 13 11 49 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 204 133 0 0 139 0 Stage 1 133 - - - - - Stage 2 71 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 784 916 - - 1445 - Stage 1 893 - - - - - Stage 2 952 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 778 916 - - 1445 - Mov Cap-2 Maneuver 778 - - - - - Stage 1 893 - - - - - Stage 2 944 - - - - - Approach WB NB SB HCM Control Delay, s 9.4 0 1.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 819 1445 - HCM Lane V/C Ratio - - 0.012 0.008 - HCM Control Delay (s) - - 9.4 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - Queues 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 53 385 4 82 368 1372 29 1173 37 v/c Ratio 0.29 0.79 0.03 0.58 0.72 0.55 0.12 0.62 0.04 Control Delay 59.1 18.6 49.5 38.9 27.6 9.2 6.6 14.5 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.1 18.6 49.5 38.9 27.6 9.2 6.6 14.5 0.3 Queue Length 50th (ft) 48 11 4 19 166 278 4 171 0 Queue Length 95th (ft) 81 121 14 75 302 446 m12 #326 m1 Internal Link Dist (ft) 382 700 2602 1356 Turn Bay Length (ft) 100 65 400 175 175 Base Capacity (vph) 239 597 196 351 571 2500 288 1888 1030 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.64 0.02 0.23 0.64 0.55 0.10 0.62 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 11 343 4 18 57 339 1261 1 27 1079 34 Future Volume (veh/h) 49 11 343 4 18 57 339 1261 1 27 1079 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1695 1736 1723 1750 1518 1736 1750 Adj Flow Rate, veh/h 53 12 158 4 20 17 368 1371 1 29 1173 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 0 0 0 0 4 1 2 0 17 1 0 Cap, veh/h 207 14 180 57 32 27 504 2426 2 267 2166 1119 Arrive On Green 0.10 0.13 0.13 0.01 0.04 0.04 0.09 0.72 0.72 0.05 1.00 1.00 Sat Flow, veh/h 1615 106 1393 1667 874 743 1654 3356 2 1446 3299 1483 Grp Volume(v), veh/h 53 0 170 4 0 37 368 668 704 29 1173 28 Grp Sat Flow(s),veh/h/ln 1615 0 1499 1667 0 1616 1654 1637 1722 1446 1650 1483 Q Serve(g_s), s 0.0 0.0 16.7 0.0 0.0 3.4 10.3 28.7 28.7 1.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 16.7 0.0 0.0 3.4 10.3 28.7 28.7 1.0 0.0 0.0 Prop In Lane 1.00 0.93 1.00 0.46 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 207 0 194 57 0 59 504 1183 1245 267 2166 1119 V/C Ratio(X) 0.26 0.00 0.88 0.07 0.00 0.62 0.73 0.57 0.57 0.11 0.54 0.03 Avail Cap(c_a), veh/h 207 0 300 181 0 323 764 1183 1245 349 2166 1119 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 0.69 0.69 0.69 Uniform Delay (d), s/veh 61.0 0.0 64.1 74.2 0.0 71.2 5.6 9.8 9.8 8.9 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 16.2 0.5 0.0 10.2 1.9 1.8 1.7 0.1 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 7.3 0.2 0.0 1.6 3.4 9.9 10.4 0.3 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.7 0.0 80.3 74.8 0.0 81.4 7.6 11.6 11.5 9.0 0.7 0.0 LnGrp LOS E A F E A F A B B A A A Approach Vol, veh/h 223 41 1740 1230 Approach Delay, s/veh 75.9 80.7 10.7 0.9 Approach LOS E F B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 114.3 3.8 25.4 16.4 104.4 17.7 11.5 Change Period (Y+Rc), s 3.0 5.9 3.0 6.0 3.0 5.9 3.0 6.0 Max Green Setting (Gmax), s 12.0 78.1 12.0 30.0 37.0 53.1 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 30.7 2.0 18.7 12.3 2.0 2.0 5.4 Green Ext Time (p_c), s 0.0 12.3 0.0 0.7 1.1 10.9 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B Queues 6: N 19th Ave & Valley Center 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 3 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 486 428 3 43 427 1050 28 641 425 v/c Ratio 0.92 0.52 0.01 0.07 0.76 0.78 0.45 0.77 0.61 Control Delay 65.8 10.9 30.7 12.1 60.0 34.8 87.5 53.6 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 Total Delay 65.8 10.9 30.7 12.1 60.0 35.3 87.5 53.6 5.9 Queue Length 50th (ft) 457 61 2 5 209 505 27 273 13 Queue Length 95th (ft) #793 192 10 34 267 434 m37 m296 m27 Internal Link Dist (ft) 812 356 1356 593 Turn Bay Length (ft)250 320 320 Base Capacity (vph) 526 816 227 587 681 1689 71 1185 807 Starvation Cap Reductn 0 0 0 0 0 0 0 0 13 Spillback Cap Reductn 0 0 0 2 0 253 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.52 0.01 0.07 0.63 0.73 0.39 0.54 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 444 3 394 3 7 32 393 949 17 26 590 391 Future Volume (veh/h) 444 3 394 3 7 32 393 949 17 26 590 391 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1300 1723 1750 1750 1463 1736 1723 1654 1218 1736 1750 Adj Flow Rate, veh/h 483 3 145 3 8 11 427 1032 5 28 641 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 33 2 0 0 21 1 2 7 39 1 0 Cap, veh/h 341 2 422 48 193 265 1109 1851 9 30 751 338 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.69 1.00 1.00 0.03 0.30 0.30 Sat Flow, veh/h 1015 6 1460 1259 667 918 3208 3340 16 1160 3299 1483 Grp Volume(v), veh/h 486 0 145 3 0 19 427 506 531 28 641 145 Grp Sat Flow(s),veh/h/ln 1021 0 1460 1259 0 1585 1604 1637 1720 1160 1650 1483 Q Serve(g_s), s 42.1 0.0 11.8 0.0 0.0 1.3 8.4 0.0 0.0 3.6 27.4 11.8 Cycle Q Clear(g_c), s 43.4 0.0 11.8 43.4 0.0 1.3 8.4 0.0 0.0 3.6 27.4 11.8 Prop In Lane 0.99 1.00 1.00 0.58 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 343 0 422 48 0 459 1109 907 953 30 751 338 V/C Ratio(X) 1.42 0.00 0.34 0.06 0.00 0.04 0.39 0.56 0.56 0.94 0.85 0.43 Avail Cap(c_a), veh/h 343 0 422 48 0 459 1109 907 953 70 1188 534 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.83 0.83 0.83 0.54 0.54 0.54 Uniform Delay (d), s/veh 56.9 0.0 42.1 75.0 0.0 38.3 16.5 0.0 0.0 72.3 49.9 44.5 Incr Delay (d2), s/veh 203.5 0.0 0.5 0.5 0.0 0.0 0.2 2.1 2.0 41.8 6.8 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 32.5 0.0 4.4 0.1 0.0 0.5 2.6 0.5 0.5 1.4 11.3 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 260.4 0.0 42.5 75.5 0.0 38.4 16.6 2.1 2.0 114.1 56.7 46.6 LnGrp LOS F A D E A D B A A F E D Approach Vol, veh/h 631 22 1464 814 Approach Delay, s/veh 210.3 43.4 6.3 56.9 Approach LOS F D A E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.9 90.1 50.0 58.8 41.2 50.0 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 6.6 Max Green Setting (Gmax), s 9.0 78.0 43.4 32.0 54.0 43.4 Max Q Clear Time (g_c+I1), s 5.6 2.0 45.4 10.4 29.4 45.4 Green Ext Time (p_c), s 0.0 7.9 0.0 1.4 4.8 0.0 Intersection Summary HCM 6th Ctrl Delay 64.5 HCM 6th LOS E Queues 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 44 514 1197 377 70 767 v/c Ratio 0.13 0.98 1.08 0.38 0.51 0.63 Control Delay 48.7 63.5 72.6 3.5 32.2 14.5 Queue Delay 0.0 0.0 7.9 0.0 0.0 0.0 Total Delay 48.7 63.5 80.4 3.5 32.2 14.5 Queue Length 50th (ft) 35 281 ~1327 24 18 365 Queue Length 95th (ft) 71 #528 m#1621 m68 71 489 Internal Link Dist (ft) 476 593 1385 Turn Bay Length (ft) 270 300 Base Capacity (vph) 334 522 1106 997 178 1213 Starvation Cap Reductn 0 0 142 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.98 1.24 0.38 0.39 0.63 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 2 473 0 0 0 0 1101 347 64 706 0 Future Volume (veh/h) 39 2 473 0 0 0 0 1101 347 64 706 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1627 1750 1709 0 1723 1695 1750 1723 0 Adj Flow Rate, veh/h 42 2 176 0 1197 0 70 767 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 0 3 0 2 4 0 2 0 Cap, veh/h 218 10 198 0 1269 450 1358 0 Arrive On Green 0.14 0.14 0.14 0.00 1.00 0.00 0.03 1.00 0.00 Sat Flow, veh/h 1594 76 1448 0 1723 1437 1667 1723 0 Grp Volume(v), veh/h 44 0 176 0 1197 0 70 767 0 Grp Sat Flow(s),veh/h/ln 1670 0 1448 0 1723 1437 1667 1723 0 Q Serve(g_s), s 3.5 0.0 17.9 0.0 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 17.9 0.0 0.0 0.0 1.4 0.0 0.0 Prop In Lane 0.95 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 228 0 198 0 1269 450 1358 0 V/C Ratio(X) 0.19 0.00 0.89 0.00 0.94 0.16 0.56 0.00 Avail Cap(c_a), veh/h 363 0 315 0 1269 531 1358 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.54 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 57.4 0.0 63.6 0.0 0.0 0.0 3.8 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 16.9 0.0 9.3 0.0 0.2 1.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 7.4 0.0 3.3 0.0 0.4 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.8 0.0 80.5 0.0 9.3 0.0 3.9 1.7 0.0 LnGrp LOS E A F A A A A A Approach Vol, veh/h 220 1197 A 837 Approach Delay, s/veh 76.0 9.3 1.9 Approach LOS E A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.7 116.4 25.9 124.1 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 12.0 91.1 32.6 106.1 Max Q Clear Time (g_c+I1), s 3.4 2.0 19.9 2.0 Green Ext Time (p_c), s 0.1 16.8 0.6 6.2 Intersection Summary HCM 6th Ctrl Delay 13.1 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 7 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 137 16 10 99 149 138 Future Vol, veh/h 137 16 10 99 149 138 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 149 17 11 108 162 150 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 367 237 312 0 - 0 Stage 1 237 - - - - - Stage 2 130 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 633 802 1248 - - - Stage 1 802 - - - - - Stage 2 896 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 627 802 1248 - - - Mov Cap-2 Maneuver 627 - - - - - Stage 1 795 - - - - - Stage 2 896 - - - - - Approach EB NB SB HCM Control Delay, s 12.6 0.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1248 - 642 - - HCM Lane V/C Ratio 0.009 - 0.259 - - HCM Control Delay (s) 7.9 0 12.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 1 - - HCM 6th TWSC 24: E Valley Center Dr & Honor Ln 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 56 11 0 11 42 323 12 11 358 0 Future Vol, veh/h 0 0 56 11 0 11 42 323 12 11 358 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 250 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 62 12 0 12 46 355 13 12 393 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 687 877 197 675 871 184 393 0 0 368 0 0 Stage 1 417 417 - 454 454 - - - - - - - Stage 2 270 460 - 221 417 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 333 285 811 340 288 827 1162 - - 1187 - - Stage 1 584 590 - 555 568 - - - - - - - Stage 2 713 564 - 761 590 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 316 271 811 302 274 827 1162 - - 1187 - - Mov Cap-2 Maneuver 316 271 - 302 274 - - - - - - - Stage 1 561 584 - 533 545 - - - - - - - Stage 2 675 541 - 696 584 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 13.6 0.9 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1162 - - 811 442 1187 - - HCM Lane V/C Ratio 0.04 - - 0.076 0.055 0.01 - - HCM Control Delay (s) 8.2 - - 9.8 13.6 8.1 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 9 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 7 157 80 8 143 Future Vol, veh/h 45 7 157 80 8 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 8 171 87 9 155 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 388 215 0 0 258 0 Stage 1 215 - - - - - Stage 2 173 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 616 825 - - 1307 - Stage 1 821 - - - - - Stage 2 857 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 611 825 - - 1307 - Mov Cap-2 Maneuver 611 - - - - - Stage 1 821 - - - - - Stage 2 850 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 633 1307 - HCM Lane V/C Ratio - - 0.089 0.007 - HCM Control Delay (s) - - 11.2 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 10 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 40 32 21 51 14 20 186 12 12 153 26 Future Vol, veh/h 11 40 32 21 51 14 20 186 12 12 153 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 43 35 23 55 15 22 202 13 13 166 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 494 465 180 498 473 209 194 0 0 215 0 0 Stage 1 206 206 - 253 253 - - - - - - - Stage 2 288 259 - 245 220 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 486 495 863 483 490 831 1379 - - 1355 - - Stage 1 796 731 - 751 698 - - - - - - - Stage 2 720 694 - 759 721 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 425 481 863 422 476 831 1379 - - 1355 - - Mov Cap-2 Maneuver 425 481 - 422 476 - - - - - - - Stage 1 782 723 - 737 685 - - - - - - - Stage 2 638 682 - 677 713 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 14 0.7 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1379 - - 568 495 1355 - - HCM Lane V/C Ratio 0.016 - - 0.159 0.189 0.01 - - HCM Control Delay (s) 7.7 0 - 12.5 14 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.6 0.7 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 11 Intersection Int Delay, s/veh 5.1 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 341 46 28 279 153 29 Future Vol, veh/h 341 46 28 279 153 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 371 50 30 303 166 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 421 0 759 396 Stage 1 - - - - 396 - Stage 2 - - - - 363 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1138 - 374 653 Stage 1 - - - - 680 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1138 - 364 653 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 680 - Stage 2 - - - - 686 - Approach SE NW NE HCM Control Delay, s 0 0.8 23.2 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 392 1138 - - - HCM Lane V/C Ratio 0.505 0.027 - - - HCM Control Delay (s) 23.2 8.2 - - - HCM Lane LOS C A - - - HCM 95th %tile Q(veh) 2.7 0.1 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 12 Intersection Int Delay, s/veh 8.5 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 207 17 282 126 8 435 Future Vol, veh/h 207 17 282 126 8 435 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 225 18 307 137 9 473 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 867 376 0 0 444 0 Stage 1 376 - - - - - Stage 2 491 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 323 670 - - 1116 - Stage 1 694 - - - - - Stage 2 615 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 319 670 - - 1116 - Mov Cap-2 Maneuver 319 - - - - - Stage 1 694 - - - - - Stage 2 608 - - - - - Approach NB SE NW HCM Control Delay, s 40.6 0 0.1 HCM LOS E Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 332 1116 - - - HCM Lane V/C Ratio 0.733 0.008 - - - HCM Control Delay (s) 40.6 8.3 0 - - HCM Lane LOS E A A - - HCM 95th %tile Q(veh) 5.5 0 - - - HCM 6th TWSC 40: N. 27th Ave & Honor Ln 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 13 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 8 189 22 14 156 Future Vol, veh/h 27 8 189 22 14 156 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 9 208 24 15 171 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 421 220 0 0 232 0 Stage 1 220 - - - - - Stage 2 201 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 589 820 - - 1336 - Stage 1 817 - - - - - Stage 2 833 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 582 820 - - 1336 - Mov Cap-2 Maneuver 582 - - - - - Stage 1 817 - - - - - Stage 2 823 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 623 1336 - HCM Lane V/C Ratio - - 0.062 0.012 - HCM Control Delay (s) - - 11.2 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 41: Honor Ln & Honor Ln Access 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 14 Intersection Int Delay, s/veh 5.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 14 8 34 42 27 Future Vol, veh/h 22 14 8 34 42 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 15 9 37 46 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 46 0 - 0 91 28 Stage 1 - - - - 28 - Stage 2 - - - - 63 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1562 - - - 909 1047 Stage 1 - - - - 995 - Stage 2 - - - - 960 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1562 - - - 895 1047 Mov Cap-2 Maneuver - - - - 895 - Stage 1 - - - - 980 - Stage 2 - - - - 960 - Approach EB WB SB HCM Control Delay, s 4.5 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1562 - - - 949 HCM Lane V/C Ratio 0.015 - - - 0.08 HCM Control Delay (s) 7.3 0 - - 9.1 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.3 HCM 6th TWSC 45: N. 27th Ave & Billings Clinic Access/North Access 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 15 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 92 21 0 36 36 143 15 30 43 0 Future Vol, veh/h 0 0 92 21 0 36 36 143 15 30 43 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 101 23 0 40 40 157 16 33 47 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 378 366 47 409 358 165 47 0 0 173 0 0 Stage 1 113 113 - 245 245 - - - - - - - Stage 2 265 253 - 164 113 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 580 562 1022 553 568 879 1560 - - 1404 - - Stage 1 892 802 - 759 703 - - - - - - - Stage 2 740 698 - 838 802 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 532 533 1022 479 539 879 1560 - - 1404 - - Mov Cap-2 Maneuver 532 533 - 479 539 - - - - - - - Stage 1 867 783 - 738 683 - - - - - - - Stage 2 687 678 - 737 783 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 10.9 1.4 3.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1560 - - 1022 672 1404 - - HCM Lane V/C Ratio 0.025 - - 0.099 0.093 0.023 - - HCM Control Delay (s) 7.4 0 - 8.9 10.9 7.6 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.3 0.1 - - HCM 6th TWSC 48: N. 27th Ave & South Access 11/13/2020 Future Year 11/13/2020 PM Peak- No Improvements Synchro 10 Report Page 16 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 29 20 174 23 15 141 Future Vol, veh/h 29 20 174 23 15 141 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 22 191 25 16 155 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 391 204 0 0 216 0 Stage 1 204 - - - - - Stage 2 187 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 613 837 - - 1354 - Stage 1 830 - - - - - Stage 2 845 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 605 837 - - 1354 - Mov Cap-2 Maneuver 605 - - - - - Stage 1 830 - - - - - Stage 2 834 - - - - - Approach WB NB SB HCM Control Delay, s 10.7 0 0.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 682 1354 - HCM Lane V/C Ratio - - 0.079 0.012 - HCM Control Delay (s) - - 10.7 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0 - APPENDIX E AUXILIARY TURN LANE WARRANTS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NB Left-Turn Lane NO NO NO NO SB Right-Turn Lane NO NO NO NO SB Left-Turn Lane NO NO NO NO EB Right-Turn Lane NO NO YES YES EB Left-Turn Lane WB Right-Turn Lane WB Left-Turn Lane NO NO NB Right-Turn Lane NO NO NO NO NO NO NB Left-Turn Lane NO NO NO NO NO NO NO NO SB Right-Turn Lane NO YES NO NO NO NO NO NO NO NO SB Left-Turn Lane NO NO NO NO NO NO N 27th Ave & N Site Access 2026 2020 N 27th Ave & E Valley Center Rd N 27th Ave & Honor Ln E Valley Center Rd & Honor Ln N 27th Ave & Cattail Street N 27th Ave & Catamount Street Davis Lane & Catamount StreetTURN LANE WARRANTS Davis Lane & E Valley Center Rd Existing Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 43 21 114 N 25 0 PM weekday 150 74 120 N 25 20 AM weekday 38 15 115 N 25 0 PM weekday 138 11 102 N 25 0 AM weekday 12 1 118 N 25 0 PM weekday 32 4 116 N 25 0 AM weekday 255 11 86 N 60 0 PM weekday 186 18 95 N 60 0 AM weekday 122 18 104 N 35 0 PM weekday 207 63 112 N 35 20 AM weekday 341 77 75 Y 60 0 PM weekday 323 112 77 Y 60 0Davis & Valley Center EB Cattail & 27th SB 27th & Catamount NB 27th & Catamount SB 27th & Valley Center EB Davis & Catamount NB Future Traffic Volumes (2026) - Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Total DHV (veh/hr) Right-Turn Volume During DHV (veh/hr, one direction) Required Right-Turn Volume for Warranted Lane Warranted Right- Turn Lane? (Y/N) Speed Limit at Approach Adjustment AM weekday 76 36 110 N 25 0 PM weekday 287 138 102 Y 25 20 AM weekday 132 17 102 N 25 0 PM weekday 218 12 91 N 25 0 AM weekday 49 6 113 N 25 0 PM weekday 191 26 95 N 25 0 AM weekday 345 26 74 N 60 0 PM weekday 387 46 68 N 60 0 AM weekday 152 38 100 N 35 0 PM weekday 237 80 108 N 35 20 AM weekday 455 86 59 Y 60 0 PM weekday 408 126 66 Y 60 0 AM weekday 135 12 102 N 25 0 PM weekday 211 22 92 N 25 0 AM weekday 119 10 104 N 25 0 PM weekday 194 15 94 N 25 0 AM weekday 128 12 103 N 25 0 PM weekday 197 23 94 N 25 0 AM weekday 21 16 117 N 25 0 PM weekday 42 34 114 N 25 0 27th & Honor NB 27th & Site N NB 27th & Site S NB Honor & Site WB Davis & Valley Center EB Cattail & 27th SB 27th & Catamount NB 27th & Catamount SB 27th & Valley Center EB Davis & Catamount NB Guidelines for Right-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (Figure 28.4A) Existing (2020) Future (2026) Existing Traffic Volumes (2020) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 35 5 14.3% 43 N 25 PM weekday 71 14 19.7%150 N 25 AM weekday 38 9 23.7% 12 N 25 PM weekday 138 18 13.0% 32 N 25 AM weekday 12 0 0.0% 38 N 25 PM weekday 32 1 3.1%138 N 25 AM weekday 98 3 3.1% 122 N 35 PM weekday 139 8 5.8%207 N 35 AM weekday 90 6 6.7% 341 N 60 PM weekday 316 8 2.5%323 N 60Davis & Valley Center WB Cattail & 27th NB 27th & Catamount NB 27th & Catamount SB Davis & Catamount SB Future Traffic Volumes (2026) - Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways Approach Time Va = Total advancing traffic volume Val = Total left-turn volume in advancing traffic Percent left-turns in Va Vo = Total opposing traffic volume Warranted Left- Turn Lane? (Y/N) Speed Limit at Approach AM weekday 84 4 4.8% 76 N 25 PM weekday 109 10 9.2%287 N 25 AM weekday 132 9 6.8% 49 N 25 PM weekday 218 20 9.2% 191 N 25 AM weekday 49 2 4.1% 132 N 25 PM weekday 191 12 6.3%218 N 25 AM weekday 108 4 3.7% 152 N 35 PM weekday 151 8 5.3%237 N 35 AM weekday 122 7 5.7% 455 N 60 PM weekday 443 8 1.8%408 N 60 AM weekday 51 2 3.9% 135 N 25 PM weekday 170 14 8.2%211 N 25 AM weekday 119 87 73.1% 42 N 25 PM weekday 194 36 18.6% 73 N 25 AM weekday 42 15 35.7% 119 N 25 PM weekday 73 30 41.1%194 N 25 AM weekday 55 10 18.2% 128 N 25 PM weekday 156 15 9.6%197 N 25 AM weekday 14 12 85.7% 21 N 25 PM weekday 36 22 61.1%42 N 25 Cattail & 27th NB 27th & Catamount NB 27th & Catamount SB Davis & Catamount SB Davis & Valley Center WB 27th & Honor SB 27th & Site N SB 27th & Site S SB Honor & Site EB 27th & Site N NB Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (45MPH) (Figure 28.4F) Existing (2020) Future (2026) Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on 2-Lane Highways (60MPH) (Figure 28.4c) Existing (2020) Future (2026) APPENDIX F CAPACITY CALCULATIONS – FULL BUILDOUT (2026) – IMPROVEMENTS Queues 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 35 4 176 2 38 139 747 36 1062 12 v/c Ratio 0.20 0.02 0.37 0.01 0.34 0.39 0.33 0.08 0.53 0.01 Control Delay 30.3 32.5 6.8 26.5 27.6 7.6 9.2 3.1 9.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 32.5 6.8 26.5 27.6 7.6 9.2 3.1 9.4 0.0 Queue Length 50th (ft) 15 2 3 1 6 24 122 2 250 0 Queue Length 95th (ft) 41 12 51 7 36 40 153 m4 315 m0 Internal Link Dist (ft) 382 700 2602 1352 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 179 236 528 179 116 413 2346 469 2040 1189 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.02 0.33 0.01 0.33 0.34 0.32 0.08 0.52 0.01 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 4 162 2 10 25 128 677 10 33 977 11 Future Volume (veh/h) 32 4 162 2 10 25 128 677 10 33 977 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1654 1750 1723 1750 1750 1259 1682 1695 1600 1600 1723 1750 Adj Flow Rate, veh/h 35 4 35 2 11 3 139 736 11 36 1062 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 2 0 0 36 5 4 11 11 2 0 Cap, veh/h 182 127 188 147 56 15 346 2105 31 496 2047 976 Arrive On Green 0.03 0.07 0.07 0.00 0.04 0.04 0.06 0.65 0.65 0.01 0.21 0.21 Sat Flow, veh/h 1576 1750 1460 1667 1324 361 1602 3249 49 1524 3273 1483 Grp Volume(v), veh/h 35 4 35 2 0 14 139 365 382 36 1062 12 Grp Sat Flow(s),veh/h/ln 1576 1750 1460 1667 0 1685 1602 1611 1687 1524 1637 1483 Q Serve(g_s), s 1.8 0.2 1.8 0.1 0.0 0.7 2.6 8.9 8.9 0.7 24.8 0.5 Cycle Q Clear(g_c), s 1.8 0.2 1.8 0.1 0.0 0.7 2.6 8.9 8.9 0.7 24.8 0.5 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 182 127 188 147 0 72 346 1044 1093 496 2047 976 V/C Ratio(X) 0.19 0.03 0.19 0.01 0.00 0.20 0.40 0.35 0.35 0.07 0.52 0.01 Avail Cap(c_a), veh/h 231 132 192 240 0 118 471 1044 1093 543 2047 976 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.92 0.92 0.92 0.83 0.83 0.83 Uniform Delay (d), s/veh 37.5 37.1 33.4 39.2 0.0 39.8 9.7 6.9 6.9 5.5 22.6 10.8 Incr Delay (d2), s/veh 0.5 0.1 0.5 0.0 0.0 1.3 0.7 0.9 0.8 0.1 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.1 0.7 0.0 0.0 0.3 0.7 2.6 2.8 0.2 10.9 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.0 37.2 33.9 39.3 0.0 41.1 10.4 7.7 7.7 5.6 23.4 10.8 LnGrp LOS D D C D A D B A A A C B Approach Vol, veh/h 74 16 886 1110 Approach Delay, s/veh 36.0 40.8 8.1 22.7 Approach LOS D D A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.4 61.6 4.7 12.3 9.3 59.7 7.3 9.7 Change Period (Y+Rc), s 4.5 5.9 4.5 6.0 4.5 5.9 4.5 6.0 Max Green Setting (Gmax), s 5.5 48.1 5.0 6.5 11.5 42.1 5.5 6.0 Max Q Clear Time (g_c+I1), s 2.7 10.9 2.1 3.8 4.6 26.8 3.8 2.7 Green Ext Time (p_c), s 0.0 4.8 0.0 0.0 0.2 6.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B Queues 6: N 19th Ave & Valley Center Dr 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 258 2 322 11 24 208 618 12 697 241 v/c Ratio 0.87 0.01 0.48 0.11 0.22 0.53 0.33 0.04 0.56 0.26 Control Delay 58.4 22.5 15.3 38.7 25.7 30.9 10.4 7.3 20.7 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.4 22.5 15.3 38.7 25.7 30.9 10.4 7.3 20.7 2.8 Queue Length 50th (ft) 115 1 86 6 4 55 134 2 157 7 Queue Length 95th (ft) #244 6 139 21 26 75 204 m3 m218 m21 Internal Link Dist (ft) 829 356 1352 596 Turn Bay Length (ft) 350 250 320 320 Base Capacity (vph) 297 426 675 222 228 396 1853 293 1246 931 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.87 0.00 0.48 0.05 0.11 0.53 0.33 0.04 0.56 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center Dr 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 237 2 296 10 6 16 191 561 7 11 641 222 Future Volume (veh/h) 237 2 296 10 6 16 191 561 7 11 641 222 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1682 1068 1723 1409 1750 1163 1614 1695 1750 1204 1682 1614 Adj Flow Rate, veh/h 258 2 148 11 7 7 208 610 8 12 697 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 50 2 25 0 43 10 4 0 40 5 10 Cap, veh/h 346 260 489 142 46 46 274 1674 22 296 1359 748 Arrive On Green 0.12 0.24 0.24 0.06 0.06 0.06 0.03 0.17 0.17 0.02 0.57 0.57 Sat Flow, veh/h 1602 1068 1460 1012 803 803 2981 3256 43 1147 3195 1367 Grp Volume(v), veh/h 258 2 148 11 0 14 208 302 316 12 697 111 Grp Sat Flow(s),veh/h/ln 1602 1068 1460 1012 0 1606 1491 1611 1688 1147 1598 1367 Q Serve(g_s), s 10.5 0.1 6.4 0.9 0.0 0.7 6.0 14.3 14.3 0.5 11.5 2.7 Cycle Q Clear(g_c), s 10.5 0.1 6.4 0.9 0.0 0.7 6.0 14.3 14.3 0.5 11.5 2.7 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 346 260 489 142 0 92 274 828 868 296 1359 748 V/C Ratio(X) 0.75 0.01 0.30 0.08 0.00 0.15 0.76 0.36 0.36 0.04 0.51 0.15 Avail Cap(c_a), veh/h 346 390 667 265 0 287 277 828 868 346 1359 748 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.96 0.96 0.96 0.58 0.58 0.58 Uniform Delay (d), s/veh 33.2 24.7 21.1 38.6 0.0 38.6 40.8 23.3 23.3 13.8 13.2 7.1 Incr Delay (d2), s/veh 8.5 0.0 0.3 0.2 0.0 0.8 11.0 1.2 1.1 0.0 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.0 2.2 0.2 0.0 0.3 2.6 6.3 6.6 0.1 3.4 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.7 24.7 21.5 38.9 0.0 39.3 51.7 24.4 24.4 13.9 14.0 7.4 LnGrp LOS D C C D A D D C C B B A Approach Vol, veh/h 408 25 826 820 Approach Delay, s/veh 34.3 39.1 31.3 13.1 Approach LOS C D C B Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 51.2 27.5 14.9 43.6 16.0 11.5 Change Period (Y+Rc), s 6.0 7.0 6.6 7.0 7.0 5.5 6.6 Max Green Setting (Gmax), s 5.0 30.0 31.4 8.0 26.0 10.5 15.4 Max Q Clear Time (g_c+I1), s 2.5 16.3 8.4 8.0 13.5 12.5 2.9 Green Ext Time (p_c), s 0.0 2.9 0.4 0.0 3.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Queues 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 35 591 562 322 93 516 v/c Ratio 0.08 0.93 0.68 0.38 0.26 0.53 Control Delay 19.5 37.2 18.9 3.0 10.7 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 37.2 18.9 3.0 10.7 15.5 Queue Length 50th (ft) 13 155 313 13 22 181 Queue Length 95th (ft) 32 #362 m#150 m13 45 284 Internal Link Dist (ft) 476 596 1173 Turn Bay Length (ft) 270 300 Base Capacity (vph) 523 698 823 844 359 967 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.85 0.68 0.38 0.26 0.53 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 1 544 0 0 0 0 517 296 86 475 0 Future Volume (veh/h) 31 1 544 0 0 0 0 517 296 86 475 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1559 1750 1695 0 1695 1654 1709 1709 0 Adj Flow Rate, veh/h 34 1 276 0 562 0 93 516 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 14 0 4 0 4 7 3 3 0 Cap, veh/h 355 10 315 0 954 516 1110 0 Arrive On Green 0.22 0.22 0.22 0.00 0.75 0.00 0.05 0.86 0.00 Sat Flow, veh/h 1621 48 1437 0 1695 1402 1628 1709 0 Grp Volume(v), veh/h 35 0 276 0 562 0 93 516 0 Grp Sat Flow(s),veh/h/ln 1669 0 1437 0 1695 1402 1628 1709 0 Q Serve(g_s), s 1.4 0.0 16.0 0.0 12.8 0.0 1.9 5.9 0.0 Cycle Q Clear(g_c), s 1.4 0.0 16.0 0.0 12.8 0.0 1.9 5.9 0.0 Prop In Lane 0.97 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 365 0 315 0 954 516 1110 0 V/C Ratio(X) 0.10 0.00 0.88 0.00 0.59 0.18 0.46 0.00 Avail Cap(c_a), veh/h 594 0 511 0 954 527 1110 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.86 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.8 0.0 32.5 0.0 6.3 0.0 7.4 2.4 0.0 Incr Delay (d2), s/veh 0.1 0.0 9.7 0.0 2.3 0.0 0.2 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 6.0 0.0 3.4 0.0 0.5 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.9 0.0 42.2 0.0 8.6 0.0 7.6 3.8 0.0 LnGrp LOS C A D A A A A A Approach Vol, veh/h 311 562 A 609 Approach Delay, s/veh 40.5 8.6 4.4 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.5 54.3 24.2 61.8 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 5.0 36.1 30.6 44.1 Max Q Clear Time (g_c+I1), s 3.9 14.8 18.0 7.9 Green Ext Time (p_c), s 0.0 3.4 0.9 3.4 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 7 Intersection Int Delay, s/veh 4.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 115 10 4 80 40 36 Future Vol, veh/h 115 10 4 80 40 36 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 125 11 4 87 43 39 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 138 43 82 0 - 0 Stage 1 43 - - - - - Stage 2 95 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 855 1027 1515 - - - Stage 1 979 - - - - - Stage 2 929 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 852 1027 1515 - - - Mov Cap-2 Maneuver 852 - - - - - Stage 1 976 - - - - - Stage 2 929 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1515 - 864 - - HCM Lane V/C Ratio 0.003 - 0.157 - - HCM Control Delay (s) 7.4 0 9.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.6 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 40 2 114 38 4 104 Future Vol, veh/h 40 2 114 38 4 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 43 2 124 41 4 113 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 266 145 0 0 165 0 Stage 1 145 - - - - - Stage 2 121 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 723 902 - - 1413 - Stage 1 882 - - - - - Stage 2 904 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 721 902 - - 1413 - Mov Cap-2 Maneuver 721 - - - - - Stage 1 882 - - - - - Stage 2 901 - - - - - Approach WB NB SB HCM Control Delay, s 10.3 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 728 1413 - HCM Lane V/C Ratio - - 0.063 0.003 - HCM Control Delay (s) - - 10.3 7.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 52 27 9 20 8 9 106 17 2 41 6 Future Vol, veh/h 20 52 27 9 20 8 9 106 17 2 41 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 57 29 10 22 9 10 115 18 2 45 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 213 206 49 240 200 124 52 0 0 133 0 0 Stage 1 53 53 - 144 144 - - - - - - - Stage 2 160 153 - 96 56 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 744 691 1020 714 696 927 1554 - - 1452 - - Stage 1 960 851 - 859 778 - - - - - - - Stage 2 842 771 - 911 848 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 715 685 1020 645 690 927 1554 - - 1452 - - Mov Cap-2 Maneuver 715 685 - 645 690 - - - - - - - Stage 1 953 850 - 853 773 - - - - - - - Stage 2 805 766 - 825 847 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 10.5 10.3 0.5 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1554 - - 759 717 1452 - - HCM Lane V/C Ratio 0.006 - - 0.142 0.056 0.001 - - HCM Control Delay (s) 7.3 0 - 10.5 10.3 7.5 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.5 0.2 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 10 Intersection Int Delay, s/veh 0.8 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 319 26 16 222 24 5 Future Vol, veh/h 319 26 16 222 24 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 50 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 347 28 17 241 26 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 375 0 636 361 Stage 1 - - - - 361 - Stage 2 - - - - 275 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1183 - 442 684 Stage 1 - - - - 705 - Stage 2 - - - - 771 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1183 - 436 684 Mov Cap-2 Maneuver - - - - 436 - Stage 1 - - - - 705 - Stage 2 - - - - 760 - Approach SE NW NE HCM Control Delay, s 0 0.5 13.2 HCM LOS B Minor Lane/Major Mvmt NELn1NELn2 NWL NWT SET SER Capacity (veh/h) 436 684 1183 - - - HCM Lane V/C Ratio 0.06 0.008 0.015 - - - HCM Control Delay (s) 13.8 10.3 8.1 - - - HCM Lane LOS B B A - - - HCM 95th %tile Q(veh) 0.2 0 0 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 11 Intersection Int Delay, s/veh 2.6 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 120 0 369 86 7 115 Future Vol, veh/h 120 0 369 86 7 115 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 0 401 93 8 125 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 542 401 0 0 494 0 Stage 1 401 - - - - - Stage 2 141 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 501 649 - - 1070 - Stage 1 676 - - - - - Stage 2 886 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 497 649 - - 1070 - Mov Cap-2 Maneuver 497 - - - - - Stage 1 676 - - - - - Stage 2 879 - - - - - Approach NB SE NW HCM Control Delay, s 14.8 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 497 1070 - - - HCM Lane V/C Ratio 0.262 0.007 - - - HCM Control Delay (s) 14.8 8.4 0 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 1 0 - - - HCM 6th TWSC 40: Honor Ln & E Valley Center Dr 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 12 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 9 7 0 7 21 237 11 10 314 0 Future Vol, veh/h 0 0 9 7 0 7 21 237 11 10 314 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 250 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 10 8 0 8 23 258 12 11 341 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 538 679 171 503 673 135 341 0 0 270 0 0 Stage 1 363 363 - 310 310 - - - - - - - Stage 2 175 316 - 193 363 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 426 372 843 451 375 889 1215 - - 1290 - - Stage 1 628 623 - 675 658 - - - - - - - Stage 2 810 654 - 790 623 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 414 362 843 437 365 889 1215 - - 1290 - - Mov Cap-2 Maneuver 414 362 - 437 365 - - - - - - - Stage 1 616 617 - 662 645 - - - - - - - Stage 2 788 642 - 774 617 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.3 11.3 0.6 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1215 - - 843 586 1290 - - HCM Lane V/C Ratio 0.019 - - 0.012 0.026 0.008 - - HCM Control Delay (s) 8 - - 9.3 11.3 7.8 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0 - - HCM 6th TWSC 41: Honor Ln & Honor Ln Site Access 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 13 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 2 5 16 7 4 Future Vol, veh/h 12 2 5 16 7 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 13 2 5 17 8 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 22 0 - 0 42 14 Stage 1 - - - - 14 - Stage 2 - - - - 28 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1593 - - - 969 1066 Stage 1 - - - - 1009 - Stage 2 - - - - 995 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1593 - - - 961 1066 Mov Cap-2 Maneuver - - - - 961 - Stage 1 - - - - 1001 - Stage 2 - - - - 995 - Approach EB WB SB HCM Control Delay, s 6.2 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1593 - - - 997 HCM Lane V/C Ratio 0.008 - - - 0.012 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 43: N. 27th Ave & Honor Ln 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 14 Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 5 123 12 2 49 Future Vol, veh/h 4 5 123 12 2 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 5 134 13 2 53 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 198 141 0 0 147 0 Stage 1 141 - - - - - Stage 2 57 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 791 907 - - 1435 - Stage 1 886 - - - - - Stage 2 966 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 790 907 - - 1435 - Mov Cap-2 Maneuver 790 - - - - - Stage 1 886 - - - - - Stage 2 965 - - - - - Approach WB NB SB HCM Control Delay, s 9.3 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 851 1435 - HCM Lane V/C Ratio - - 0.011 0.002 - HCM Control Delay (s) - - 9.3 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 44: N. 27th Ave & Billings Clinic Access/North Access 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 15 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 25 3 0 7 87 22 10 15 27 0 Future Vol, veh/h 0 0 25 3 0 7 87 22 10 15 27 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 27 3 0 8 95 24 11 16 29 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 285 286 29 295 281 30 29 0 0 35 0 0 Stage 1 61 61 - 220 220 - - - - - - - Stage 2 224 225 - 75 61 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 667 623 1046 657 627 1044 1584 - - 1576 - - Stage 1 950 844 - 782 721 - - - - - - - Stage 2 779 718 - 934 844 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 626 579 1046 606 583 1044 1584 - - 1576 - - Mov Cap-2 Maneuver 626 579 - 606 583 - - - - - - - Stage 1 892 836 - 734 677 - - - - - - - Stage 2 726 674 - 901 836 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.5 9.3 5.4 2.6 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1584 - - 1046 858 1576 - - HCM Lane V/C Ratio 0.06 - - 0.026 0.013 0.01 - - HCM Control Delay (s) 7.4 0 - 8.5 9.3 7.3 0 - HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) 0.2 - - 0.1 0 0 - - HCM 6th TWSC 47: N. 27th Ave & South Access 11/13/2020 Future Year 11/10/2020 AM Peak- Improvements Synchro 10 Report Page 16 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 3 116 12 10 45 Future Vol, veh/h 6 3 116 12 10 45 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 3 126 13 11 49 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 204 133 0 0 139 0 Stage 1 133 - - - - - Stage 2 71 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 784 916 - - 1445 - Stage 1 893 - - - - - Stage 2 952 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 778 916 - - 1445 - Mov Cap-2 Maneuver 778 - - - - - Stage 1 893 - - - - - Stage 2 944 - - - - - Approach WB NB SB HCM Control Delay, s 9.4 0 1.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 819 1445 - HCM Lane V/C Ratio - - 0.012 0.008 - HCM Control Delay (s) - - 9.4 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - Queues 3: N 19th Ave & Cattail Street 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 53 12 373 4 82 368 1372 29 1173 37 v/c Ratio 0.28 0.05 0.59 0.02 0.43 0.84 0.61 0.14 0.70 0.04 Control Delay 46.5 46.5 24.3 40.5 25.7 41.7 13.0 6.4 18.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.5 46.5 24.3 40.5 25.7 41.7 13.0 6.4 18.9 0.1 Queue Length 50th (ft) 37 8 153 3 16 181 332 4 227 0 Queue Length 95th (ft) 73 28 269 13 66 303 419 m9 277 m0 Internal Link Dist (ft) 382 700 2602 1356 Turn Bay Length (ft) 100 100 65 400 175 175 Base Capacity (vph) 192 264 679 193 222 494 2261 209 1682 952 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.05 0.55 0.02 0.37 0.74 0.61 0.14 0.70 0.04 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 3: N 19th Ave & Cattail Street 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 11 343 4 18 57 339 1261 1 27 1079 34 Future Volume (veh/h) 49 11 343 4 18 57 339 1261 1 27 1079 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1750 1750 1750 1695 1736 1723 1750 1518 1736 1750 Adj Flow Rate, veh/h 53 12 158 4 20 17 368 1371 1 29 1173 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 0 0 0 0 4 1 2 0 17 1 0 Cap, veh/h 194 193 312 161 68 57 457 2326 2 261 2040 974 Arrive On Green 0.04 0.11 0.11 0.01 0.08 0.08 0.10 0.69 0.69 0.03 0.82 0.82 Sat Flow, veh/h 1615 1750 1483 1667 874 743 1654 3356 2 1446 3299 1483 Grp Volume(v), veh/h 53 12 158 4 0 37 368 668 704 29 1173 28 Grp Sat Flow(s),veh/h/ln 1615 1750 1483 1667 0 1616 1654 1637 1722 1446 1650 1483 Q Serve(g_s), s 3.7 0.8 11.9 0.3 0.0 2.7 9.6 26.7 26.7 0.9 15.1 0.4 Cycle Q Clear(g_c), s 3.7 0.8 11.9 0.3 0.0 2.7 9.6 26.7 26.7 0.9 15.1 0.4 Prop In Lane 1.00 1.00 1.00 0.46 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 194 193 312 161 0 125 457 1134 1194 261 2040 974 V/C Ratio(X) 0.27 0.06 0.51 0.02 0.00 0.30 0.81 0.59 0.59 0.11 0.57 0.03 Avail Cap(c_a), veh/h 209 208 325 219 0 180 678 1134 1194 282 2040 974 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.93 0.93 0.93 0.80 0.80 0.80 Uniform Delay (d), s/veh 49.5 50.2 44.0 53.2 0.0 54.9 11.1 10.0 10.0 9.4 5.6 3.5 Incr Delay (d2), s/veh 0.7 0.1 1.3 0.1 0.0 1.3 4.1 2.1 2.0 0.1 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.4 4.5 0.1 0.0 1.2 3.3 9.0 9.5 0.3 3.5 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.2 50.3 45.2 53.2 0.0 56.2 15.2 12.1 12.0 9.5 6.6 3.5 LnGrp LOS D D D D A E B B B A A A Approach Vol, veh/h 223 41 1740 1230 Approach Delay, s/veh 46.7 55.9 12.7 6.6 Approach LOS D E B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 93.2 5.2 19.9 17.1 83.8 9.3 15.7 Change Period (Y+Rc), s 4.5 5.9 4.5 6.0 4.5 5.9 4.5 6.0 Max Green Setting (Gmax), s 5.0 80.1 5.0 15.0 29.5 55.6 6.0 14.0 Max Q Clear Time (g_c+I1), s 2.9 28.7 2.3 13.9 11.6 17.1 5.7 4.7 Green Ext Time (p_c), s 0.0 12.4 0.0 0.1 1.0 10.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Queues 6: N 19th Ave & Valley Center 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Group Flow (vph) 483 3 428 3 43 427 1050 28 641 425 v/c Ratio 0.97 0.01 0.50 0.04 0.40 0.76 0.67 0.28 0.62 0.40 Control Delay 70.5 25.3 16.1 55.7 33.2 49.1 19.9 30.0 36.1 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 70.5 25.3 16.1 55.7 33.2 49.1 19.9 30.0 36.1 1.7 Queue Length 50th (ft) 357 2 169 2 6 169 385 11 251 23 Queue Length 95th (ft) #519 8 254 12 44 #259 330 m16 m278 m27 Internal Link Dist (ft) 812 356 1356 593 Turn Bay Length (ft) 350 250 320 320 Base Capacity (vph) 499 549 961 161 191 564 1569 101 1033 1061 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 17 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.01 0.45 0.02 0.23 0.76 0.68 0.28 0.62 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 6: N 19th Ave & Valley Center 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 444 3 394 3 7 32 393 949 17 26 590 391 Future Volume (veh/h) 444 3 394 3 7 32 393 949 17 26 590 391 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1300 1723 1750 1750 1463 1736 1723 1654 1218 1736 1750 Adj Flow Rate, veh/h 483 3 145 3 8 11 427 1032 5 28 641 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 33 2 0 0 21 1 2 7 39 1 0 Cap, veh/h 516 435 889 107 26 36 879 1100 5 257 751 711 Arrive On Green 0.25 0.33 0.33 0.04 0.04 0.04 0.55 0.66 0.66 0.06 0.08 0.08 Sat Flow, veh/h 1667 1300 1460 1259 667 918 3208 3340 16 1160 3299 1483 Grp Volume(v), veh/h 483 3 145 3 0 19 427 506 531 28 641 145 Grp Sat Flow(s),veh/h/ln 1667 1300 1460 1259 0 1585 1604 1637 1720 1160 1650 1483 Q Serve(g_s), s 31.7 0.2 0.0 0.3 0.0 1.5 10.3 34.8 34.8 0.0 24.2 1.4 Cycle Q Clear(g_c), s 31.7 0.2 0.0 0.3 0.0 1.5 10.3 34.8 34.8 0.0 24.2 1.4 Prop In Lane 1.00 1.00 1.00 0.58 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 516 435 889 107 0 63 879 539 566 257 751 711 V/C Ratio(X) 0.94 0.01 0.16 0.03 0.00 0.30 0.49 0.94 0.94 0.11 0.85 0.20 Avail Cap(c_a), veh/h 516 543 1010 211 0 194 879 621 652 257 859 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 0.77 0.77 0.77 0.52 0.52 0.52 Uniform Delay (d), s/veh 43.0 27.9 10.7 58.3 0.0 58.8 23.0 20.4 20.4 49.2 56.2 10.0 Incr Delay (d2), s/veh 24.7 0.0 0.1 0.1 0.0 2.7 0.3 21.9 21.1 0.1 6.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.6 0.1 1.8 0.1 0.0 0.6 3.2 10.3 10.7 0.8 11.4 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.8 27.9 10.8 58.4 0.0 61.5 23.3 42.3 41.5 49.3 62.8 10.3 LnGrp LOS E C B E A E C D D D E B Approach Vol, veh/h 631 22 1464 814 Approach Delay, s/veh 54.5 61.1 36.5 53.0 Approach LOS D E D D Timer - Assigned Phs 1 2 4 5 6 7 8 Phs Duration (G+Y+Rc), s 28.7 48.5 48.8 41.5 35.7 37.2 11.6 Change Period (Y+Rc), s 7.0 7.0 6.6 7.0 7.0 5.5 6.6 Max Green Setting (Gmax), s 5.0 47.8 52.6 20.0 32.8 31.7 15.4 Max Q Clear Time (g_c+I1), s 2.0 36.8 2.2 12.3 26.2 33.7 3.5 Green Ext Time (p_c), s 0.0 4.7 0.5 1.0 2.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.1 HCM 6th LOS D Queues 12: N 19th Ave & I90 Off Ramp 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 5 Lane Group EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 44 514 1197 377 70 767 v/c Ratio 0.17 1.07 1.01 0.35 0.57 0.61 Control Delay 46.5 82.4 40.5 1.2 31.5 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.5 82.4 40.5 1.2 31.5 10.2 Queue Length 50th (ft) 31 ~258 ~452 9 12 259 Queue Length 95th (ft) 67 #479 m#1240 m16 #66 362 Internal Link Dist (ft) 476 593 1385 Turn Bay Length (ft) 270 300 Base Capacity (vph) 263 482 1180 1078 123 1267 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.17 1.07 1.01 0.35 0.57 0.61 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 12: N 19th Ave & I90 Off Ramp 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 2 473 0 0 0 0 1101 347 64 706 0 Future Volume (veh/h) 39 2 473 0 0 0 0 1101 347 64 706 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1627 1750 1709 0 1723 1695 1750 1723 0 Adj Flow Rate, veh/h 42 2 176 0 1197 0 70 767 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 0 3 0 2 4 0 2 0 Cap, veh/h 219 10 199 0 1228 145 1331 0 Arrive On Green 0.14 0.14 0.14 0.00 0.71 0.00 0.04 1.00 0.00 Sat Flow, veh/h 1594 76 1448 0 1723 1437 1667 1723 0 Grp Volume(v), veh/h 44 0 176 0 1197 0 70 767 0 Grp Sat Flow(s),veh/h/ln 1670 0 1448 0 1723 1437 1667 1723 0 Q Serve(g_s), s 2.9 0.0 15.0 0.0 82.4 0.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 2.9 0.0 15.0 0.0 82.4 0.0 1.3 0.0 0.0 Prop In Lane 0.95 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 230 0 199 0 1228 145 1331 0 V/C Ratio(X) 0.19 0.00 0.88 0.00 0.97 0.48 0.58 0.00 Avail Cap(c_a), veh/h 286 0 248 0 1228 151 1331 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.56 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 48.1 0.0 53.4 0.0 17.0 0.0 35.6 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 25.2 0.0 14.1 0.0 2.5 1.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 6.7 0.0 31.2 0.0 1.7 0.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 0.0 78.6 0.0 31.2 0.0 38.1 1.8 0.0 LnGrp LOS D A E A C D A A Approach Vol, veh/h 220 1197 A 837 Approach Delay, s/veh 72.6 31.2 4.9 Approach LOS E C A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 7.6 95.7 22.7 103.3 Change Period (Y+Rc), s 3.0 5.9 5.4 5.9 Max Green Setting (Gmax), s 5.0 85.1 21.6 93.1 Max Q Clear Time (g_c+I1), s 3.3 84.4 17.0 2.0 Green Ext Time (p_c), s 0.0 0.6 0.3 6.2 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC 21: N. 27th Ave & Cattail St 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 7 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 137 16 10 99 149 138 Future Vol, veh/h 137 16 10 99 149 138 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - 100 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 149 17 11 108 162 150 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 292 162 312 0 - 0 Stage 1 162 - - - - - Stage 2 130 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 699 883 1248 - - - Stage 1 867 - - - - - Stage 2 896 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 693 883 1248 - - - Mov Cap-2 Maneuver 693 - - - - - Stage 1 859 - - - - - Stage 2 896 - - - - - Approach EB NB SB HCM Control Delay, s 11.6 0.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1248 - 709 - - HCM Lane V/C Ratio 0.009 - 0.235 - - HCM Control Delay (s) 7.9 0 11.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.9 - - HCM 6th TWSC 24: E Valley Center Dr & Honor Ln 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 56 11 0 11 42 323 12 11 358 0 Future Vol, veh/h 0 0 56 11 0 11 42 323 12 11 358 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 250 - - 250 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 62 12 0 12 46 355 13 12 393 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 687 877 197 675 871 184 393 0 0 368 0 0 Stage 1 417 417 - 454 454 - - - - - - - Stage 2 270 460 - 221 417 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 333 285 811 340 288 827 1162 - - 1187 - - Stage 1 584 590 - 555 568 - - - - - - - Stage 2 713 564 - 761 590 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 316 271 811 302 274 827 1162 - - 1187 - - Mov Cap-2 Maneuver 316 271 - 302 274 - - - - - - - Stage 1 561 584 - 533 545 - - - - - - - Stage 2 675 541 - 696 584 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.8 13.6 0.9 0.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1162 - - 811 442 1187 - - HCM Lane V/C Ratio 0.04 - - 0.076 0.055 0.01 - - HCM Control Delay (s) 8.2 - - 9.8 13.6 8.1 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0 - - HCM 6th TWSC 28: Davis Ln & Catamount St 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 9 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 7 157 80 8 143 Future Vol, veh/h 45 7 157 80 8 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 8 171 87 9 155 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 388 215 0 0 258 0 Stage 1 215 - - - - - Stage 2 173 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 616 825 - - 1307 - Stage 1 821 - - - - - Stage 2 857 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 611 825 - - 1307 - Mov Cap-2 Maneuver 611 - - - - - Stage 1 821 - - - - - Stage 2 850 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 633 1307 - HCM Lane V/C Ratio - - 0.089 0.007 - HCM Control Delay (s) - - 11.2 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0 - HCM 6th TWSC 29: N. 27th Ave & Catamount St 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 10 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 40 32 21 51 14 20 186 12 12 153 26 Future Vol, veh/h 11 40 32 21 51 14 20 186 12 12 153 26 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 43 35 23 55 15 22 202 13 13 166 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 494 465 180 498 473 209 194 0 0 215 0 0 Stage 1 206 206 - 253 253 - - - - - - - Stage 2 288 259 - 245 220 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 486 495 863 483 490 831 1379 - - 1355 - - Stage 1 796 731 - 751 698 - - - - - - - Stage 2 720 694 - 759 721 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 425 481 863 422 476 831 1379 - - 1355 - - Mov Cap-2 Maneuver 425 481 - 422 476 - - - - - - - Stage 1 782 723 - 737 685 - - - - - - - Stage 2 638 682 - 677 713 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 14 0.7 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1379 - - 568 495 1355 - - HCM Lane V/C Ratio 0.016 - - 0.159 0.189 0.01 - - HCM Control Delay (s) 7.7 0 - 12.5 14 7.7 0 - HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) 0 - - 0.6 0.7 0 - - HCM 6th TWSC 34: N. 27th Ave & E Valley Center Dr 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 11 Intersection Int Delay, s/veh 5.1 Movement SET SER NWL NWT NEL NER Lane Configurations Traffic Vol, veh/h 341 46 28 279 153 29 Future Vol, veh/h 341 46 28 279 153 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 400 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 371 50 30 303 166 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 421 0 759 396 Stage 1 - - - - 396 - Stage 2 - - - - 363 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1138 - 374 653 Stage 1 - - - - 680 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1138 - 364 653 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 680 - Stage 2 - - - - 686 - Approach SE NW NE HCM Control Delay, s 0 0.8 23.2 HCM LOS C Minor Lane/Major Mvmt NELn1 NWL NWT SET SER Capacity (veh/h) 392 1138 - - - HCM Lane V/C Ratio 0.505 0.027 - - - HCM Control Delay (s) 23.2 8.2 - - - HCM Lane LOS C A - - - HCM 95th %tile Q(veh) 2.7 0.1 - - - HCM 6th TWSC 35: Davis Ln & E Valley Center Dr 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 12 Intersection Int Delay, s/veh 6.8 Movement NBL NBR SET SER NWL NWT Lane Configurations Traffic Vol, veh/h 207 17 282 126 8 435 Future Vol, veh/h 207 17 282 126 8 435 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 225 18 307 137 9 473 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 798 307 0 0 444 0 Stage 1 307 - - - - - Stage 2 491 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 355 733 - - 1116 - Stage 1 746 - - - - - Stage 2 615 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 351 733 - - 1116 - Mov Cap-2 Maneuver 351 - - - - - Stage 1 746 - - - - - Stage 2 608 - - - - - Approach NB SE NW HCM Control Delay, s 32.5 0 0.1 HCM LOS D Minor Lane/Major Mvmt NBLn1 NWL NWT SET SER Capacity (veh/h) 365 1116 - - - HCM Lane V/C Ratio 0.667 0.008 - - - HCM Control Delay (s) 32.5 8.3 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.6 0 - - - HCM 6th TWSC 40: N. 27th Ave & Honor Ln 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 13 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 8 189 22 14 156 Future Vol, veh/h 27 8 189 22 14 156 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 9 208 24 15 171 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 421 220 0 0 232 0 Stage 1 220 - - - - - Stage 2 201 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 589 820 - - 1336 - Stage 1 817 - - - - - Stage 2 833 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 582 820 - - 1336 - Mov Cap-2 Maneuver 582 - - - - - Stage 1 817 - - - - - Stage 2 823 - - - - - Approach WB NB SB HCM Control Delay, s 11.2 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 623 1336 - HCM Lane V/C Ratio - - 0.062 0.012 - HCM Control Delay (s) - - 11.2 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.2 0 - HCM 6th TWSC 41: Honor Ln & Honor Ln Access 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 14 Intersection Int Delay, s/veh 5.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 14 8 34 42 27 Future Vol, veh/h 22 14 8 34 42 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 24 15 9 37 46 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 46 0 - 0 91 28 Stage 1 - - - - 28 - Stage 2 - - - - 63 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1562 - - - 909 1047 Stage 1 - - - - 995 - Stage 2 - - - - 960 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1562 - - - 895 1047 Mov Cap-2 Maneuver - - - - 895 - Stage 1 - - - - 980 - Stage 2 - - - - 960 - Approach EB WB SB HCM Control Delay, s 4.5 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1562 - - - 949 HCM Lane V/C Ratio 0.015 - - - 0.08 HCM Control Delay (s) 7.3 0 - - 9.1 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.3 HCM 6th TWSC 45: N. 27th Ave & Billings Clinic Access/North Access 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 15 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 92 21 0 36 36 143 15 30 43 0 Future Vol, veh/h 0 0 92 21 0 36 36 143 15 30 43 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 101 23 0 40 40 157 16 33 47 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 378 366 47 409 358 165 47 0 0 173 0 0 Stage 1 113 113 - 245 245 - - - - - - - Stage 2 265 253 - 164 113 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 580 562 1022 553 568 879 1560 - - 1404 - - Stage 1 892 802 - 759 703 - - - - - - - Stage 2 740 698 - 838 802 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 532 533 1022 479 539 879 1560 - - 1404 - - Mov Cap-2 Maneuver 532 533 - 479 539 - - - - - - - Stage 1 867 783 - 738 683 - - - - - - - Stage 2 687 678 - 737 783 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.9 10.9 1.4 3.1 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1560 - - 1022 672 1404 - - HCM Lane V/C Ratio 0.025 - - 0.099 0.093 0.023 - - HCM Control Delay (s) 7.4 0 - 8.9 10.9 7.6 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.3 0.1 - - HCM 6th TWSC 48: N. 27th Ave & South Access 11/16/2020 Future Year 11/09/2020 PM Peak- Improvements Synchro 10 Report Page 16 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 29 20 174 23 15 141 Future Vol, veh/h 29 20 174 23 15 141 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 22 191 25 16 155 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 391 204 0 0 216 0 Stage 1 204 - - - - - Stage 2 187 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 613 837 - - 1354 - Stage 1 830 - - - - - Stage 2 845 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 605 837 - - 1354 - Mov Cap-2 Maneuver 605 - - - - - Stage 1 830 - - - - - Stage 2 834 - - - - - Approach WB NB SB HCM Control Delay, s 10.7 0 0.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 682 1354 - HCM Lane V/C Ratio - - 0.079 0.012 - HCM Control Delay (s) - - 10.7 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0 -