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HomeMy WebLinkAbout18 - Traffic Impact Study - Bozeman Health Medical Office Development (West Bozeman ASC) BOZEMAN HEALTH MEDICAL OFFICE DEVELOPMENT TRAFFIC IMPACT STUDY Project No. 17095.01 prepared for: Bozeman Health 915 Highland Boulevard Bozeman, MT 59715 prepared by: Sanderson Stewart 1300 North Transtech Way Billings, MT 59102 July 2018 Bozeman Health Medical Office Development TIS i TABLE OF CONTENTS INTRODUCTION ..................................................................................................................................... 1 SITE LOCATION & DESCRIPTION ............................................................................................................. 1 SITE DEVELOPMENT PLAN ....................................................................................................................... 1 EXISTING CONDITIONS .......................................................................................................................... 1 Streets .............................................................................................................................................. 1 Intersections ...................................................................................................................................... 5 Bicycle/Pedestrian Facilities ................................................................................................................ 6 Traffic Volumes.................................................................................................................................. 6 Crash History Analysis ....................................................................................................................... 6 Intersection Capacity ......................................................................................................................... 9 TRIP GENERATION .................................................................................................................................. 9 TRIP DISTRIBUTION ............................................................................................................................... 11 TRAFFIC ASSIGNMENT .......................................................................................................................... 11 TRAFFIC IMPACTS ................................................................................................................................. 12 Traffic Volumes................................................................................................................................ 13 Intersection Capacity ....................................................................................................................... 13 Mitigation Alternatives ..................................................................................................................... 13 CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 16 Conclusions .................................................................................................................................... 16 Recommendations ........................................................................................................................... 17 APPENDICES APPENDIX A – TRAFFIC COUNT DATA APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIIONS (2018) APPENDIX C – CAPACITY CALCULATIONS – FULL BUILDOUT (2020) APPENDIX D – AUXILIARY TURN LANE WARRANT WORKSHEETS LIST OF TABLES TABLE 1: INTERSECTION CRASH FREQUENCY/SEVERITY SUMMARY ......................................................... 8 TABLE 2: INTERSECTION CRASH COLLISION TYPES ................................................................................. 8 TABLE 3: EXISTING CONDITIONS (2018) CAPACITY CALCULATION SUMMARY ...................................... 10 TABLE 4: TRIP GENERATION SUMMARY ................................................................................................. 11 TABLE 5: FUTURE BUILDOUT (2020) CAPACITY CALCULATION SUMMARY ............................................. 15 Bozeman Health Medical Office Development TIS ii TABLE 6: AUXILIARY RIGHT-TURN LANE WARRANTS ANALYSIS .............................................................. 16 TABLE 7: EXISTING (2018) AND FUTURE (2020) CAPACITY CALCULATIONS WITH RIGHT-TURN LANES ... 16 LIST OF FIGURES FIGURE 1: SITE LOCATION ..................................................................................................................... 2 FIGURE 2: SITE LAYOUT .......................................................................................................................... 3 FIGURE 3: EXISTING (2018) TRAFFIC VOLUMES ....................................................................................... 7 FIGURE 4: TRIP DISTRIBUTION AND ASSIGNMENT ................................................................................ 12 FIGURE 5: FUTURE BUILDOUT (2020) TRAFFIC VOLUMES ...................................................................... 14 Bozeman Health Medical Office Development TIS 1 INTRODUCTION This traffic impact study (TIS) summarizes the projected impacts associated with the proposed Bozeman Health Medical Office development 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 Bozeman Health Medical Office development site is located on the southwest corner of the intersection of Cottonwood Road and Huffine Lane in Bozeman, MT. The legal description of the site property is Lots 1 and 2 of Loyal Garden Subdivision in Section 16, Township 2 South, Range 5 East in Gallatin County, Montana. Lot 1 is currently home to R&S Supply, a roofing and building materials supply business that recently moved to Belgrade. The development site is bordered on the north by Huffine Lane, by Lot 3 of Loyal Garden Subdivision to the south, by Cottonwood Road to the east, and by open space property owned by Loyal Garden Homeowners Association to the west. Town Pump, Billion Plaza, and First Security Bank are located at the southeast, northwest and northeast corners of the Huffine Lane/Cottonwood Road intersection. Figure 1 on the following page depicts the study area, including key intersections, and the current site conditions for the development. SITE DEVELOPMENT PLAN The site plan for the Bozeman Health Medical Office development proposes construction of a 60,000 square-foot medical office building. There are 138 surface parking spaces planned for the site. Access to the site is proposed via Winnow Circle, which users will access from Alpha Drive by way of Cottonwood Road. The existing private driveway that connects Winnow Circle to Cottonwood Road will be removed as part of the site re-development. Figure 2 (page 3) shows the proposed site layout. 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 new construction. Alpha Drive Alpha Drive is classified as a local street by way of the functional classification systems used by both the Montana Department of Transportation (MDT) and the City of Bozeman. Alpha Drive provides access to Loyal Garden Subdivision from Bozeman Health Medical Office Development TIS 2 Figure 1: Site Location Bozeman Health Medical Office Development TIS 3 Figure 2: Site Layout Bozeman Health Medical Office Development TIS 4 Cottonwood Road approximately 750 feet south of Huffine Lane. Alpha Drive has curb and gutter, sidewalk on both sides, and pedestrian bulb-outs at intersections. There is no posted speed limit on Alpha Drive. West Babcock Street West Babcock Street is classified as a local street by MDT and a collector by the City of Bozeman. Immediately to the east of Cottonwood Road, West Babcock Street has a two-lane typical section with bike lanes and curb and gutter on both sides of the street, and sidewalk and on-street parking along the north side only. West of Cottonwood Road, West Babcock Street has a three-lane typical section with bike lanes, curb and gutter, and sidewalk along the south side. The posted speed limit on West Babcock Street is 30 mph. Cottonwood Road Cottonwood Road is classified as an urban major collector south of Huffine Lane and a local road north of Huffine lane by MDT, and a principal arterial by the City of Bozeman. South of Huffine Lane, Cottonwood Road has two travel lanes with curb and gutter, sidewalk, and a bike lane in the southbound direction. In the northbound direction, Cottonwood Road generally has one travel lane with a gravel shoulder. From the site access approach to Town Pump located 450 feet south of Huffine Lane to the intersection, there is sidewalk, curb and gutter, and bike lanes on both sides with two lanes in each direction, not including auxiliary turn lanes. North of Huffine Lane, Cottonwood Road has a four-lane divided typical section with bike lanes, curb and gutter, and sidewalk on both sides until its intersection with West Babcock Street, after which it becomes a two-lane typical section with curb and gutter and sidewalk on the west side only. The posted speed limits on Cottonwood Road are 50 mph south of Huffine Lane and 35 mph north of Huffine Lane. Fallon Street Fallon Street is classified as a local street by both MDT and the City of Bozeman. Fallon Street has a two-lane typical section with curb and gutter and sidewalk on both sides, as well as a bike lane along the south side of the street to the east of Cottonwood Road. The posted speed limit on Fallon Street is 25 mph. South Ferguson Avenue South Ferguson Avenue is classified as a major collector by MDT and as a collector by the City of Bozeman. South Ferguson Avenue has a two-lane typical section with bike lanes, curb and gutter, and sidewalk on both sides of the street. The posted speed limit on South Ferguson Avenue is 35 mph. Gooch Hill Road Gooch Hill Road is classified as a local street north of Huffine Lane and a major collector south of Huffine Lane by MDT and as a minor arterial by the City of Bozeman. Gooch Hill Road has a two-lane typical section with paved shoulders south of Huffine Lane and no shoulders north of Huffine Lane. The posted speed limit on Gooch Hill Road is 45 mph. Huffine Lane Huffine Lane (US Highway 191) is classified as a principal arterial by both MDT and the City of Bozeman. Huffine Lane has a five-lane typical section with two travel lanes in each direction, a two-way left-turn lane, and paved shoulders. The posted speed limit on Huffine Lane is 55 mph in the vicinity of the Cottonwood Road intersection. Bozeman Health Medical Office Development TIS 5 Stucky Road Stucky Road is classified as a minor collector by MDT and as a collector by the City of Bozeman. Stucky Road has a two-lane typical section with gravel shoulders. The road begins at Gooch Hill Road and extends until it reaches South 19th Avenue. The posted speed limit on Stucky Road is 40 mph. Winnow Circle Winnow Circle is classified as a local street by both MDT and the City of Bozeman. Winnow Circle begins at Alpha Drive and extends north for approximately 350 feet where it terminates in a cul-de-sac with a private approach to the existing R&S Supply site. There is also an approach on the east side of the cul-de-sac for the previously referenced private street that connects Winnow Circle to Cottonwood Road. There is no posted speed limit on Winnow Circle. 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. Alpha Drive / Winnow Circle The intersection of Alpha Drive and Winnow Circle is a “T” intersection that is stop-controlled on the north leg (Winnow Circle). All legs have a single entering and exiting lane and the entering lane on each leg allows for all turning movements. Cottonwood Road / Alpha Drive The intersection of Cottonwood Road and Alpha Drive is a “T” intersection that is stop-controlled on the west leg (Alpha Drive). Alpha Drive has a fifty-foot median separating the ingress and egress lanes and there are no auxiliary turn lanes on Cottonwood Road. Cottonwood Road / West Babcock Street The intersection of Cottonwood Road and West Babcock Street is a four-way intersection that is stop-controlled on the east and west legs (West Babcock Street). There are auxiliary left-turn lanes at all approaches and shared thru/right-turn lanes at all except the south approach, which has separate thru and right-turn lanes. The north leg has a dedicated thru lane in addition to those previously mentioned. The left-turn lanes are median-separated on the north and south legs. This intersection is planned to be signalized in 2018. The traffic signal will operate on a two-phase plan with no protection for left turns. The lane configuration will be altered when the signal is installed to include a median-separated left-turn lane, thru lane, and shared thru/right-turn lane on the north and south approaches. The east and west approaches will remain the same. Cottonwood Road / Fallon Street The intersection of Cottonwood Road and Fallon Street is a four-way intersection that is stop-controlled on the east and west legs (Fallon Street). Those approaches each have single entering and exiting lanes for all movements. The north and south legs each have a median-separated auxiliary left-turn lane, dedicated thru lane, and shared thru/right-turn lane. The north and south approaches both have dual outbound receiving lanes. Cottonwood Road / Stucky Road The intersection of Cottonwood Road and Stucky Road is a four-way, all-way stop-controlled intersection. All legs have a single entering and exiting lane and the entering lane on each leg allows for all turning movements. The intersection is under construction to be converted to a single-lane roundabout that will be completed in the fall of 2018. Bozeman Health Medical Office Development TIS 6 Huffine Lane / Cottonwood Road The intersection of Huffine Lane and Cottonwood Road is a four-way intersection that is controlled with a traffic signal. Each approach has dedicated left-turn, thru, and shared thru/right-turn lanes. The traffic signal is fully actuated and operates with protected phases for eastbound and westbound left turns followed by permissive full-movement phases for eastbound/westbound traffic and northbound/southbound traffic. The signal is coordinated with the Huffine Lane/South Ferguson Avenue signal. Huffine Lane / South Ferguson Avenue The intersection of Huffine Lane and South Ferguson Avenue is a “T” intersection that is controlled with a traffic signal. The north leg (South Ferguson Avenue) has dedicated right- and left-turn lanes. The east leg has one dedicated right-turn lane and two thru lanes, and the west leg has one dedicated left-turn lane and two thru lanes. The traffic signal is fully actuated and operates with a protected eastbound left-turn phase followed by permissive full-movement phases for eastbound/westbound traffic and southbound traffic. The signal is coordinated with the Huffine Lane/Cottonwood Road signal. Huffine Lane / Gooch Hill Road The intersection of Huffine Lane and Gooch Hill Road is a four-way intersection that is controlled with a traffic signal. The east and west legs (Huffine Lane) each have dedicated left-turn, thru, and shared thru/right-turn lanes. The north leg has single entering and exiting lanes. The south leg has dedicated right-turn and shared thru/left-turn lanes. The traffic signal is fully actuated and operates with protected eastbound and westbound left-turn phases followed by permissive full-movement phases for eastbound/westbound traffic and northbound/southbound traffic. Bicycle/Pedestrian Facilities There is a multi-use path along the south side of Huffine Lane and the west side of Cottonwood Road adjacent to Loyal Garden Subdivision. There is also sidewalk along all of the public streets internal to the subdivision. There are also sidewalks, multi-use paths, and on-street bike lanes along various segments of public streets in the study area as described in the Existing Conditions – Streets section of this report. Traffic Volumes Weekday AM and PM peak hour turning movement counts were collected for the above-listed study area intersections on Tuesday, June 5 and 12, Wednesday, June 13, and Thursday, June 7 and 14, 2018. In general, the weekday peak hour periods were found to occur from 7:45 to 8:45 AM and 5:00 to 6:00 PM. Raw count data was adjusted for seasonal variation using MDT’s seasonal adjustment factors. Figure 3 on the following page summarizes the resulting calculated Existing Conditions (2018) peak hour turning movement volumes. Detailed traffic count data worksheets are included in Appendix A. Crash History Analysis Historical crash data was obtained from MDT for the 5-year period from January 1, 2013 through December 31, 2017. The Data was analyzed for the purposes of calculating intersection crash and severity rates and evaluating collision type trends. Tables 1 and 2 (next page) illustrate the results of that 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 published historical ADT volumes from the MDT website. Crash rates for the study area intersections ranges from 0.10 crashes/MVE to 0.82 crashes/MVE, while severity rates ranged from 0.17 crashes/MVE to 1.90 crashes/MVE. In terms of both frequency and severity, those rates are relatively average or below average for an urban environment based on the judgement of the Bozeman Health Medical Office Development TIS 7 Figure 3: Existing (2018) Traffic Volumes Bozeman Health Medical Office Development TIS 8 author in comparison to other studies. It should be noted that MDT did not provide any crash history at the intersection of Alpha Drive with Winnow Circle. As such, this intersection was not analyzed. It was found that 8% of crashes in the study area were caused by an impaired driver, 27% occurred in the dark or at dusk, and 42% occurred during adverse weather conditions. Injuries were reported in 39% of the crashes and there was one fatality, which occurred at the intersection of Cottonwood Road and Stucky Road from a right-angle collision. That intersection is currently under construction as a roundabout (conversion from all-way stop control), which is expected to reduce crash frequency and severity. A collision type analysis showed that rear end and right-angle crashes were the most common for most of the intersections in the study area, which is typical for an urban environment, particularly with high operating speeds. For signalized intersections, there are several contributing circumstances that can contribute to a high incidence of rear-end collisions, including inadequate yellow change intervals relative to roadway operating speeds and/or the need for auxiliary turn lanes. The change intervals for the Huffine Lane signal phases at the intersections with Gooch Hill Road and Cottonwood Road are currently set at five seconds, which is appropriate for a 55 mph approach speed (posted speed limit) with flat grades using the ITE Traffic Engineering Handbook formula for clearance interval. All of the study area intersections on Huffine Lane do have auxiliary left-turn lanes, although right-turns from the mainline are made from a shared thru/right-turn lane. It’s possible that at least Table 2: Intersection Crash Collision Types Rear End Right Angle Sideswipe Left Turn SD Left Turn OD Head On Fixed Object Roll Over Other Total Huffine Lane & Ferguson Avenue 6 12 0 6 1 3 0 0 1 29 Huffine Lane & Gooch Hill Road 21 11 4 0 0 1 2 0 1 40 Huffine Lane & Cottonwood Road 9 3 1 1 1 1 0 1 2 19 Cottonwood Road & Stucky Road 1 7 0 0 0 1 1 0 0 10 Cottonwood Road & Fallon Street 0 1 0 0 0 0 0 0 0 1 Cottonwood Road & W Babcock Street 0 1 0 1 0 0 0 0 0 2 Cottonwood Road & Alpha Drive 0 1 0 0 0 0 0 0 0 1 TOTALS 37 36 5 8 2 6 3 1 4 102 TOTALS 36% 35% 5% 8% 2% 6% 3% 1% 4% 100% Collision Type Intersection Table 1: Intersection Crash Frequency/Severity Summary PDO Injury Fatality Crash Severity Huffine Lane & Ferguson Avenue 26015 29 17 13 0 0.61 1.14 Huffine Lane & Gooch Hill Road 26824 40 31 9 0 0.82 1.19 Huffine Lane & Cottonwood Road 29885 19 8 11 0 0.35 0.76 Cottonwood Road & Stucky Road 7204 10 5 4 1 0.76 1.90 Cottonwood Road & Fallon Street 5620 1 0 1 0 0.10 0.30 Cottonwood Road & W Babcock Street 6404 2 2 0 0 0.17 0.17 Cottonwood Road & Alpha Drive 6056 1 1 0 0 0.09 0.09 2 Crashes reported from January 1, 2013 to December 31, 2017 3 Crash and severity rates expressed as crashes per million vehicles entering (MVE) based on MDT severity factors Intersection Rates (per MVE 3)Crash Type 2013-2017 DEV 1 Reported Crashes 2 1 Daily Entering Volume (DEV) estimated from 2013 through 2017 MDT published ADTs. Bozeman Health Medical Office Development TIS 9 some of the rear-end collisions are resulting from the interactions between high-speed thru-movement and right-turning vehicles in those shared lanes. Auxiliary turn warrants will be evaluated in a later section of this report. The relatively high occurrence of right-angle collisions at the intersection of Huffine Lane and Ferguson Avenue may have been at least partially remedied by a recently-implemented protected left-turn phase for eastbound traffic. However, there was not enough data available after the implementation of the new signal phasing to conclusively tell whether this is true. It is important to note that these evaluations are speculative, and more detailed information about individual crashes would be needed to determine exact causes for each collision. Intersection Capacity Existing Conditions (2018) intersection capacity calculations were performed for signalized study area intersections using Synchro, Version 10, which relies on the Highway Capacity Manual 6th Edition (HCM) (Transportation Research Board, 2017) methodologies and for stop-controlled intersections using Highway Capacity Software (HCS7). The HCM defines level of service (LOS) 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 qualitative 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. Timing and phasing plans for existing traffic signals were requested from MDT so that intersection operations could be modeled as accurately as possible for the Existing Conditions (2018) scenario. The results of the capacity calculations showed that all intersections within the study area operate at LOS C or higher during both peak periods except for the intersection of Huffine Lane and Cottonwood Road, where the north leg operates at LOS D in the AM peak hour. The 95th percentile queue on this approach is seven vehicles long with an average delay of 35.7 seconds per vehicle. Every other approach at this intersection operates at LOS C with 95th percentile queues as high as 17 vehicles on the east and west approaches. The intersection of Huffine Lane and Gooch Hill Road operates at LOS B but has a 95th percentile queue of 21 vehicles for the west leg during the PM peak hour. Table 3 on the following page displays the results of the Existing Conditions (2018) 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 the new Bozeman Health Medical Office development on the surrounding transportation system. 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 Medical-Dental Office Building – Land Use 720. Table 4 (page 11) illustrates the results of the trip generation calculations for this site. At full buildout, the Bozeman Health Medical Office development is projected to generate a total of 2088 gross average weekday trips with 167 trips (130 entering/37 exiting) generated during the AM peak hour and 208 trips (58 entering/150 exiting) generated during the PM peak hour. Bozeman Health Medical Office Development TIS 10 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. Table 3: Existing Conditions (2018) Capacity Calculation Summary Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 15.8 C 1 22.7 C 1 WB 16.5 C 1 15.6 C 1 NB 2.5 A 1 0.7 A 1 SB 0.4 A 1 0.9 A 1 EB 11.7 B 1 14.4 B 1 WB 15.8 C 1 17.9 C 1 NB 1.6 A 1 0.8 A 1 SB 0.9 A 1 0.8 A 1 EB 22.3 C 16 23.7 C 17 WB 20.9 C 10 26.3 C 16 NB 33.1 C 5 31.5 C 4 SB 35.7 D 7 32.0 C 5 Intersection 25.6 C -- 26.5 C -- EB 0.3 A 0 0.0 A 0 WB -- -- -- -- -- -- SB 5.0 A 0 5.0 A 0 EB 11.2 B 1 12.6 B 1 NB 0.2 A 0 0.4 A 0 SB -- -- -- -- -- -- EB 15.1 B 14 13.3 B 21 WB 13.0 B 12 10.1 B 12 NB 18.7 B 6 22.6 C 7 SB 21.7 C 6 25.1 C 6 Intersection 15.3 B -- 13.5 B -- EB 8.0 A 10 6.3 A 10 WB 11.7 B 8 10.6 B 17 SB 27.5 C 8 26.4 C 8 Intersection 12.9 B -- 10.9 B -- EB 10.8 B 2 10.4 B 1 WB 10.5 B 2 13.1 B 3 NB 10.6 B 2 10.6 B 2 SB 12.5 B 3 12.4 B 3 Intersection 11.2 B -- 12.0 B -- Intersection Control Two-Way Stop Controlled (EB/WB) Intersection Approach Existing (2018) AM Peak PM Peak Cottonwood Road & West Babcock Street Intersection Control Two-Way Stop Controlled (EB/WB) Cottonwood Road & Fallon Street Intersection Control Signalized Huffine Lane & Cottonwood Road Intersection Control One-Way Stop Controlled (SB) Alpha Drive & Winnow Circle Intersection Control One-Way Stop Controlled (EB) Huffine Lane & Ferguson Avenue Intersection Control All-Way Stop Controlled Cottonwood Road & Stucky Road Cottonwood Road & Alpha Drive Intersection Control Signalized Huffine Lane & Gooch Hill Road Intersection Control Signalized Bozeman Health Medical Office Development TIS 11 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 Bozeman Health Medical Office development will not have any of these types of complementary land uses internal to the site. As such, internal capture was considered to be negligible. 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. As the new development is only medical offices, pass by trips are assumed to be negligible for the purposes of this study. A small percentage of trips generated by the Bozeman Health Medical Office Development could be made by other modes (walking, biking, transit), as the Streamline Bus Service has a stop at the intersection of Huffine Lane and Cottonwood Road and there are sidewalks and bike paths that serve the surrounding neighborhoods. However, due to the nature of the type of development, site trips made by alternate modes were conservatively considered to be negligible for the purpose of this analysis. Since no adjustments to trip generation were applicable for this development, the gross trip generation projections were utilized to calculate trip assignments for this study. TRIP DISTRIBUTION A trip distribution is an estimate of site-generated trip routing, which can be determined through several methods such as computerized travel demand models, calculation of travel time for various available routes and/or simple inspection of existing traffic patterns within the project area. For this study, Sanderson Stewart calculated the trip distribution scheme based on the relative magnitude of existing peak hour turning movement volumes on key travel routes, as well as proximity of those routes to the site. Figure 4 on the following page presents the calculated trip distribution scheme for this study. 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, site-generated trips for the Bozeman Health Medical Office development were assigned to the study area roadway network. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 4. Table 4: Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Medical-Dental Office Building (Land Use Code 720)¹ 60 1000 Sq. ft GFA 2088 1044 1044 167 130 37 208 58 150 (1) Medical-Dental Office Building - Land Use Code 720 Units = 1000 Sq. ft GFA Average Weekday Daily Trips: Average Rate = 34.80 (50% entering, 50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 2.78 (78% entering, 22% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 3.46 (28% entering, 72% exiting) *Trip Generation, 10th Edition , Institute of Transportation Engineers, 2017 Weekday Full Buildout PM Peak Hour Land Use Independent Variable AM Peak Hour Bozeman Health Medical Office Development TIS 12 Figure 4: Trip Distribution and Assignment Bozeman Health Medical Office Development TIS 13 TRAFFIC IMPACTS Traffic Volumes For the purposes of this study, based on information from the Client, it was assumed that full buildout and occupancy for the Bozeman Health Medical Office development would occur by the end of calendar year 2020. 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. To account for that growth, Sanderson Stewart reviewed recent historical traffic volume data for the area and determined that an annual background growth rate of 4 percent would be conservatively appropriate for modeling ambient growth. Figure 5 on page 14 illustrates the projected AM and PM peak hour Full Buildout (2020) Scenario traffic volume projections that were calculated for this study. Intersection Capacity Sanderson Stewart performed intersection capacity calculations for the Full Buildout (2020) scenario for the AM and PM peak hour traffic volume projections presented in Figure 5. The calculations were initially performed based on existing lane configurations and traffic control features for off-site intersections except for a planned traffic signal (to be constructed in 2018) at the Cottonwood Road/West Babcock Street intersection and a roundabout that is currently under construction at the Cottonwood Road/Stucky Road intersection. Those two intersections were modeled for the Full Buildout (2020) scenario based on the improved intersection designs. Table 5 on page 15 shows the results of the Full Buildout (2020) Scenario intersection capacity calculations. The results indicate that delay, LOS and queuing is expected to worsen slightly for all intersections. However, the intersection of Huffine Lane and Cottonwood Road is still the only intersection projected to exhibit substandard LOS conditions, even on an individual approach basis, with the southbound approach operating at LOS D during the AM peak hour. Although each of the other study area intersections are projected to operate at or above LOS C, excessive queuing is expected at times for each of the Huffine Lane intersection approaches due to the sheer volume of traffic on that road during the peak hours. The following section of this study will discuss potential solutions for lessening the queuing problem. Detailed capacity calculation worksheets for the Full Buildout (2020) traffic projection scenario are included in Appendix C. Mitigation Alternatives None of the unsignalized intersections evaluated through this study exhibit substandard LOS conditions or max projected queues that are unusually high even during peak traffic periods. As such, and because existing and projected traffic demands do not justify it, traffic signal warrants were not analyzed for any study area intersections. Auxiliary turn lane warrants were evaluated for right-turn movements on Huffine Lane at the intersections with Cottonwood Road and Gooch Hill Road using MDT Traffic Engineering Manual criteria. Although the turn lane warrants are intended for application at unsignalized intersections, right-turns in a green light situation at a traffic signal have the same conflict and speed issues as they would if the minor road was stop-controlled. Right-turn lanes have also been shown by the Federal Highway Administration (FHWA) to provide safety benefits by reducing the frequency of rear end crashes between right- turning vehicles and following vehicles on high-volume and high-speed roads. Some of the mainline right-turns at these intersections may occasionally be made as right-turn-on-red (RTOR) movements, in which case speed differential and conflict concerns would generally be negated. However, given the high-speed nature of the Huffine Lane corridor, Sanderson Stewart felt that it would be worthwhile to run the analysis regardless of the signalized control. It was found that right-turn lanes are warranted in the eastbound direction at both intersections based on existing conditions traffic volumes. A right-turn Bozeman Health Medical Office Development TIS 14 Figure 5: Future Buildout (2020) Traffic Volumes Bozeman Health Medical Office Development TIS 15 Table 5: Future Buildout (2020) Capacity Calculation Summary Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 19.7 B 2 15.0 B 2 WB 20.3 C 2 15.2 B 2 NB 4.2 A 1 4.4 A 2 SB 4.2 A 2 4.0 A 1 Intersection 8.5 A -- 6.4 A -- EB 12.3 B 1 16.4 C 1 WB 17.4 C 1 21.7 C 2 NB 1.6 A 1 0.8 A 1 SB 0.8 A 1 0.8 A 1 EB 25.5 C 20 26.5 C 20 WB 21.9 C 11 28.2 C 18 NB 34.7 C 6 34.3 C 6 SB 37.8 D 8 33.5 C 6 Intersection 27.9 C -- 28.9 C -- EB 0.6 A 0 0.1 A 0 WB -- -- -- -- -- -- SB 9.9 A 1 11.4 B 2 EB 13.5 B 1 18.5 C 3 NB 0.9 A 1 0.7 A 0 SB -- -- -- -- -- -- EB 20.5 C 16 17.5 B 29 WB 17.5 B 13 12.2 B 15 NB 19.4 B 7 25.9 C 7 SB 24.1 C 7 28.6 C 6 Intersection 19.5 B -- 16.6 B -- EB 9.2 A 13 7.4 A 10 WB 13.1 B 10 12.1 B 19 SB 28.2 C 9 26.6 C 9 Intersection 14.0 B -- 12.0 B -- EB 3.9 A 1 3.8 A 1 WB 3.7 A 1 4.6 A 2 NB 4.2 A 1 3.9 A 1 SB 4.1 A 2 4.3 A 2 Intersection 4.0 A -- 4.3 A -- Cottonwood Road & Alpha Drive Intersection Control Signalized Huffine Lane & Gooch Hill Road Cottonwood Road & Stucky Road Intersection Control Signalized Huffine Lane & Ferguson Avenue Intersection Control Roundabout Huffine Lane & Cottonwood Road Intersection Control One-Way Stop Controlled (SB) Alpha Drive & Winnow Circle Intersection Control One-Way Stop Controlled (EB) Cottonwood Road & West Babcock Street Intersection Control Two-Way Stop Controlled (EB/WB) Cottonwood Road & Fallon Street Intersection Control Signalized Intersection Control Signalized Intersection Approach Future (2020) + Site AM Peak PM Peak Bozeman Health Medical Office Development TIS 16 lane is also warranted in the westbound direction during the PM peak hour at the intersection of Huffine Lane and Cottonwood Road, again based on existing conditions traffic volumes. The results of the right-turn lane warrant analysis are in Table 6 above. Detailed right-turn lane warrants for Existing (2018) and Full Buildout (2020) scenarios are included in Appendix D. Based on the results of the above-referenced turn lane warrant analysis, the warranted right-turn lanes were added to the intersections of Huffine Lane with Cottonwood Road and Gooch Hill Road and intersection capacity was re-evaluated to determine the relative benefits. The calculation results showed that implementation of auxiliary right-turn lanes for the eastbound and westbound approaches at these two intersections would provide some benefit in terms of reduced delay and slight reductions in queuing. The results of the capacity calculations with the altered lane configuration are in Table 7 below. Detailed capacity calculation worksheets for the Existing (2018) and Full Buildout (2020) with right-turn lanes traffic projection scenario are included in Appendix C. CONCLUSIONS & RECOMMENDATIONS Conclusions The preceding analysis has shown that the 60,000 square-foot Bozeman Health Medical Office development project will generate a minimal volume of new traffic demand for area streets and intersections, particularly considering that the new facility is replacing a building materials supply store that was in operation here until this past spring. Table 6: Auxiliary Right -Turn Lane Warrants Analysis AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak YES YES YES YES NO YES YES YES NO YES NO YES NO NO NO NO EB RT Lane WB RT Lane Auxiliary Turn Lane Warrants Huffine Lane & Cottonwood Road Existing Future Huffine Lane & Gooch Hill Road Existing Future Table 7: Existing (2018) and Future (2020) Capacit y Calculations with Right -Turn Lanes Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 20.1 C 14 21.5 C 15 21.8 C 16 23.3 C 17 WB 17.9 B 9 23.7 C 14 20.4 C 10 25.0 C 16 NB 33.1 C 5 31.5 C 3 34.7 C 6 34.3 C 6 SB 35.7 D 7 32.0 C 5 37.8 D 8 33.5 C 6 Intersection 24.4 C -- 24.6 C -- 25.9 C -- 26.6 C -- EB 14.2 B 13 12.0 B 19 18.5 B 15 14.4 B 24 WB 13.0 B 11 10.0 B 12 17.2 B 13 11.9 B 15 NB 18.7 B 6 22.0 C 7 19.2 B 7 24.8 C 7 SB 21.7 C 6 24.4 C 6 23.5 C 7 27.5 C 6 Intersection 14.9 B -- 12.7 B -- 18.5 B -- 14.9 C -- Huffine Lane & Gooch Hill Road Existing (2018) Future (2020) + Site AM Peak PM Peak AM Peak PM Peak Signalized with EB/WB Right-Turn Lanes Signalized with EB/WB Right-Turn Lanes Signalized with EB/WB Right-Turn Lanes Huffine Lane & Cottonwood Road Intersection Control Signalized with EB/WB Right-Turn Lanes Intersection Control Approach Intersection Control Bozeman Health Medical Office Development TIS 17 An analysis of Existing Conditions (2018) intersection capacity resulted in a substandard (below LOS C) LOS metric being calculated only for the southbound approach at the Huffine Lane/Cottonwood Road intersection during the AM peak hour, and that LOS D was very near to the threshold between LOS C and LOS D. All of the study area intersections as a whole operated at LOS C or better during both peak hours. However, lengthy 95th percentile queues were calculated for the Huffine Lane approaches at multiple intersections. An analysis of crash history for study area intersections showed that crash frequency and severity rates (5-year lookback) were generally found to be as expected for the current urban environment based on the judgement of the author. However, there were some notable collision-type trends in the data that may be at least partially correctable through improvements to the transportation infrastructure system. To that end, MDT Traffic Engineering Manual auxiliary right-turn lane warrants, which are typically applicable only for unsignalized intersections, were evaluated for the signalized intersections of Huffine Lane with Cottonwood Roach and Gooch Hill Road, because both intersections have substantial peak hour right-turn demands from Huffine Lane, and both intersections exhibit a high proportion of rear end collision crashes, which may be partially attributable to speed differential between thru and turning movements in shared lanes, in this case, presumably the shared thru/right-turn lanes. Conversely, the intersection of Huffine Lane with Ferguson Avenue, which has a westbound auxiliary right-turn lane, realizes a much higher right-turn demand from Huffine Lane, yet the percentage of rear-end collision crashes for that intersection is much lower. The right-turn lane warrant analysis showed that auxiliary right-turn lanes “may be justified” for both Huffine Lane approaches at the Cottonwood Road intersection, as well as for the eastbound approach at the Gooch Hill Road intersection. The warrants are met on the basis of existing traffic volume demands, and it should be noted that the site project is not generating a substantial volume of right-turn traffic in any of the referenced locations. Trip generation for the proposed facility was calculated and the trips assigned to study area streets and intersections, along with background traffic growth associated with a projected full buildout (future) scenario horizon year of 2020. Future (2020) Scenario intersection capacity calculations were performed based on Future (2020) Scenario traffic projections. It was noted that the intersection of Cottonwood Road and West Babcock Road is being reconstructed with a traffic signal and the intersection of Cottonwood Road and Stucky Road is being reconstructed as a roundabout. All other study area intersections were initially evaluated with existing lane configurations and traffic control. As for existing conditions, all intersections operated at LOS C or better during both peak periods. The intersections of Huffine Lane with Cottonwood Road and Gooch Hill Road were further analyzed to evaluate potential benefits of auxiliary right-turn lanes on the approaches referenced in the previous paragraph. Those improvements were shown to yield relatively minor improvements in delay and queuing. Recommendations The following list of recommendations is based on the analysis results from this study and the professional judgment of the author: - Monitor performance of Huffine Lane intersections and alter/optimize the coordination plan as traffic demands change. - Auxiliary right-turn lanes should be considered for the Huffine Lane approaches at the Cottonwood Road and Gooch Hill Road intersections as a means of reducing intersection delay and for reducing high speed differential conflicts between thru-movement and right-turn vehicles at those intersections. - On-site sidewalks and/or multi-use paths should be connected to adjacent existing facilities. - All transportation-related improvements shall be designed in accordance with City of Bozeman standards and the Manual on Uniform Traffic Control Devices (MUTCD). TRAFFIC COUNT DATA A P P E N D I X A 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 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 3 34 0 0 37 0 48 2 0 50 1 0 11 0 12 0 99 8:00 AM 3 31 0 0 34 0 34 0 0 34 2 0 10 0 12 0 80 8:15 AM 3 27 0 0 30 0 45 2 0 47 3 0 14 0 17 0 94 8:30 AM 5 35 0 0 40 0 48 0 0 48 1 0 16 0 17 0 105 Grand Total 14 127 0 0 141 0 175 4 0 179 7 0 51 0 58 0 0 0 0 0 378 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 3.9 0.0 0.0 3.5 0.0 1.1 0.0 0.0 1.1 0.0 0.0 2.0 0.0 1.7 0.0 Total Truck % 0.0 3.9 0.0 0.0 3.5 0.0 1.1 0.0 0.0 1.1 0.0 0.0 2.0 0.0 1.7 0.0 Total % 3.7 33.6 0.0 0.0 37.3 0.0 46.3 1.1 0.0 47.4 1.9 0.0 13.5 0.0 15.3 0.0 0.0 0.0 0.0 0.0 100.0 PHF 0.88 0.88 0.88 0.93 0.93 0.93 0.85 0.85 0.85 0.90 RT TH U 14 127 0 U 0 LT 51 RT 7 0 4 175 U LT TH Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Cottonwood Road Northbound Alpha Drive Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Alpha Drive & Cottonwood Road Counted By: Al p h a D r i v e 58 City of Bozeman / MDT Thursday, June 14, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Cottonwood Road Alpha Drive Alpha Drive Vehicle Volumes and Adjustments Cottonwood Road 141 In Out 226 Cottonwood Road 179 In Out 134 In 18 Total Entering 378 Ou t 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 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 5:00 PM 11 47 0 0 58 0 62 3 0 65 1 0 12 0 13 0 136 5:15 PM 12 52 0 0 64 0 49 3 0 52 0 0 7 0 7 0 123 5:30 PM 16 58 0 0 74 0 39 2 0 41 0 0 10 0 10 0 125 5:45 PM 14 54 0 0 68 0 40 0 0 40 0 0 7 0 7 0 115 Grand Total 53 211 0 0 264 0 190 8 0 198 1 0 36 0 37 0 0 0 0 0 499 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 0.0 0.0 0.0 1.6 0.0 0.0 1.5 0.0 0.0 2.8 0.0 2.7 0.0 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.5 0.0 0.0 2.8 0.0 2.7 0.0 Total % 10.6 42.3 0.0 0.0 52.9 0.0 38.1 1.6 0.0 39.7 0.2 0.0 7.2 0.0 7.4 0.0 0.0 0.0 0.0 0.0 100.0 PHF 1.00 1.00 1.00 0.76 0.76 0.76 0.71 0.71 0.71 0.92 RT TH U 53 211 0 U 0 LT 36 RT 1 0 8 190 U LT TH Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Alpha Drive & Cottonwood Road North/South Street: Cottonwood Road Alpha Drive Date Performed: Thursday, June 14, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Al p h a D r i v e Ou t 61 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Alpha Drive Alpha Drive Southbound Northbound Eastbound Westbound In 37 Cottonwood Road In Out 264 226 Cottonwood Road Total Entering 499 212 198 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 7:45 AM 0 0 0 0 0 0 0 19 1 0 20 0 4 0 0 4 24 8:00 AM 0 0 0 0 0 0 0 12 0 0 12 0 3 0 0 3 15 8:15 AM 0 0 0 0 0 0 0 19 2 0 21 0 6 0 0 6 27 8:30 AM 0 0 0 0 0 0 0 21 0 0 21 0 3 0 0 3 24 Grand Total 0 0 0 0 0 0 0 0 0 0 0 71 3 0 74 0 16 0 0 16 90 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 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 Total 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 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 78.9 3.3 0.0 82.2 0.0 17.8 0.0 0.0 17.8 100.0 PHF 0.00 0.00 0.00 0.88 0.88 0.88 0.67 0.67 0.67 0.83 RT LT U 0 0 0 0 R T 1 6 T H 0 U U 0 LT 3 TH 71 Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Winnow Circle AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Winnow Circle Northbound Alpha Drive Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Alpha Drive & Winnow Circle Counted By: Al p h a D r i v e A l p h a D r i v e 74 City of Bozeman / MDT Wednesday, June 13, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Winnow Circle Alpha Drive Alpha Drive Vehicle Volumes and Adjustments Winnow Circle 0 In Out 3 In 16 I n 1 6 O u t 7 1 Total Entering 90 Ou t 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 0 0 0 0 0 0 7 0 0 7 0 16 0 0 16 23 5:15 PM 0 0 0 0 0 0 0 13 0 0 13 0 26 0 0 26 39 5:30 PM 0 0 0 0 0 0 0 12 0 0 12 0 13 0 0 13 25 5:45 PM 0 0 0 0 0 0 0 10 0 0 10 0 12 0 0 12 22 Grand Total 0 0 0 0 0 0 0 0 0 0 0 42 0 0 42 0 67 0 0 67 109 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 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 Total 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 Total % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 38.5 0.0 0.0 38.5 0.0 61.5 0.0 0.0 61.5 100.0 PHF 0.00 0.00 0.00 0.81 0.81 0.81 0.64 0.64 0.64 0.70 RT LT U 0 0 0 0 R T 6 7 T H 0 U U 0 LT 0 TH 42 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Alpha Drive & Winnow Circle North/South Street: Winnow Circle Alpha Drive Date Performed: Wednesday, June 13, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Al p h a D r i v e Ou t 67 Vehicle Volumes and Adjustments Winnow Circle Winnow Circle Alpha Drive Alpha Drive Southbound Northbound Eastbound Westbound In 42 4 2 O u t Winnow Circle In Out 0 0 6 7 I n A l p h a D r i v e Total Entering 109 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 7:45 AM 10 83 10 0 103 10 40 10 2 62 17 16 6 0 39 3 6 14 0 23 227 8:00 AM 10 81 3 0 94 10 29 25 0 64 14 4 3 0 21 4 5 14 0 23 202 8:15 AM 9 59 3 0 71 8 28 13 2 51 8 9 4 0 21 6 6 13 0 25 168 8:30 AM 13 55 3 0 71 10 23 15 0 48 9 8 7 0 24 4 3 13 0 20 163 Grand Total 42 278 19 0 339 38 120 63 4 225 48 37 20 0 105 17 20 54 0 91 760 Medium Truck % 0.0 0.4 0.0 0.0 0.3 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 % 2.4 2.9 0.0 0.0 2.7 0.0 4.2 4.8 0.0 3.6 2.1 2.7 10.0 0.0 3.8 0.0 5.0 0.0 0.0 1.1 Total Truck % 2.4 3.2 0.0 0.0 2.9 0.0 4.2 4.8 0.0 3.6 2.1 2.7 10.0 0.0 3.8 0.0 5.0 0.0 0.0 1.1 Total % 5.5 36.6 2.5 0.0 44.6 5.0 15.8 8.3 0.5 29.6 6.3 4.9 2.6 0.0 13.8 2.2 2.6 7.1 0.0 12.0 100.0 PHF 0.82 0.82 0.82 0.91 0.91 0.91 0.67 0.67 0.67 0.99 0.99 0.99 0.84 RT TH LT U 42 278 19 0 1 7 R T 2 0 T H 5 4 L T 0 U U 0 LT 20 TH 37 RT 48 4 63 120 38 U LT TH RT In 12 5 I n 9 1 O u t 9 4 Total Entering 760 Ou t Cottonwood Road 225 In Out 384 Cottonwood Road 339 In Out 157 We s t B a b c o c k S t r e e t W e s t B a b c o c k S t r e e t 10 5 City of Bozeman / MDT Tuesday, June 12, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Cottonwood Road West Babcock Street West Babcock Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information West Babcock Street & Cottonwood Road Counted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Cottonwood Road Northbound West Babcock 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 9 46 4 0 59 17 101 8 0 126 6 4 9 0 19 24 7 10 0 41 245 5:15 PM 3 50 10 0 63 32 87 13 1 133 5 5 8 0 18 21 5 13 0 39 253 5:30 PM 8 51 11 0 70 20 64 13 0 97 4 6 14 0 24 16 11 10 0 37 228 5:45 PM 7 75 7 0 89 22 107 7 0 136 6 6 10 0 22 11 5 4 0 20 267 Grand Total 27 222 32 0 281 91 359 41 1 492 21 21 41 0 83 72 28 37 0 137 993 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 1.8 0.0 0.0 1.4 0.0 0.8 2.4 0.0 0.8 4.8 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.8 0.0 0.0 1.4 0.0 1.1 2.4 0.0 1.0 4.8 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Total % 2.7 22.4 3.2 0.0 28.3 9.2 36.2 4.1 0.1 49.5 2.1 2.1 4.1 0.0 8.4 7.3 2.8 3.7 0.0 13.8 100.0 PHF 0.79 0.79 0.79 0.90 0.90 0.90 0.94 0.94 0.94 1.00 1.00 1.00 0.93 RT TH LT U 27 222 32 0 7 2 R T 2 8 T H 3 7 L T 0 U U 0 LT 41 TH 21 RT 21 1 41 359 91 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus West Babcock Street & Cottonwood Road North/South Street: Cottonwood Road West Babcock Street Date Performed: Tuesday, June 12, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: We s t B a b c o c k S t r e e t Ou t 96 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road West Babcock Street West Babcock Street Southbound Northbound Eastbound Westbound In 83 1 4 4 O u t Cottonwood Road In Out 281 472 Cottonwood Road 1 3 7 I n W e s t B a b c o c k S t r e e t Total Entering 993 281 492 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 7:45 AM 1 100 10 1 112 7 36 13 0 56 18 1 2 0 21 2 3 7 0 12 201 8:00 AM 1 74 14 0 89 7 48 13 1 69 6 2 1 0 9 7 2 2 0 11 178 8:15 AM 1 72 6 1 80 7 82 18 0 107 10 0 0 0 10 3 1 7 0 11 208 8:30 AM 3 77 8 0 88 10 41 11 1 63 10 5 0 0 15 0 0 2 0 2 168 Grand Total 6 323 38 2 369 31 207 55 2 295 44 8 3 0 55 12 6 18 0 36 755 Medium Truck % 0.0 0.3 0.0 0.0 0.3 3.2 0.5 1.8 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.0 2.8 Heavy Truck % 0.0 3.1 0.0 0.0 2.7 0.0 3.9 1.8 0.0 3.1 6.8 0.0 0.0 0.0 5.5 0.0 0.0 5.6 0.0 2.8 Total Truck % 0.0 3.4 0.0 0.0 3.0 3.2 4.3 3.6 0.0 4.1 6.8 0.0 0.0 0.0 5.5 0.0 16.7 5.6 0.0 5.6 Total % 0.8 42.8 5.0 0.3 48.9 4.1 27.4 7.3 0.3 39.1 5.8 1.1 0.4 0.0 7.3 1.6 0.8 2.4 0.0 4.8 100.0 PHF 1.00 1.00 1.00 0.69 0.69 0.69 1.00 1.00 1.00 0.82 0.82 0.82 0.91 RT TH LT U 6 323 38 2 1 2 R T 6 T H 1 8 L T 0 U U 0 LT 3 TH 8 RT 44 2 55 207 31 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Cottonwood Road Northbound Fallon Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Fallon Street & Cottonwood Road Counted By: Fa l l o n S t r e e t F a l l o n S t r e e t 55 City of Bozeman / MDT Thursday, June 07, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Cottonwood Road Fallon Street Fallon Street Vehicle Volumes and Adjustments Cottonwood Road 369 In Out 224 Cottonwood Road 295 In Out 387 In 67 I n 3 6 O u t 7 7 Total Entering 755 Ou t 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 72 5 1 78 7 94 11 2 114 12 1 3 0 16 12 3 5 0 20 228 5:15 PM 0 65 8 0 73 20 91 13 0 124 8 1 2 0 11 10 2 5 0 17 225 5:30 PM 1 70 7 0 78 9 116 17 0 142 17 2 2 0 21 7 1 7 0 15 256 5:45 PM 3 79 10 0 92 10 115 6 0 131 16 7 8 0 31 13 2 7 0 22 276 Grand Total 4 286 30 1 321 46 416 47 2 511 53 11 15 0 79 42 8 24 0 74 985 Medium Truck % 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 1.4 Heavy Truck % 0.0 1.4 0.0 0.0 1.2 0.0 1.4 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 1.7 0.0 0.0 1.6 0.0 1.4 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 1.4 Total % 0.4 29.0 3.0 0.1 32.6 4.7 42.2 4.8 0.2 51.9 5.4 1.1 1.5 0.0 8.0 4.3 0.8 2.4 0.0 7.5 100.0 PHF 0.87 0.87 0.87 0.98 0.98 0.98 0.64 0.64 0.64 0.84 0.84 0.84 0.89 RT TH LT U 4 286 30 1 4 2 R T 8 T H 2 4 L T 0 U U 0 LT 15 TH 11 RT 53 2 47 416 46 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Fallon Street & Cottonwood Road North/South Street: Cottonwood Road Fallon Street Date Performed: Thursday, June 07, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Fa l l o n S t r e e t Ou t 59 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Fallon Street Fallon Street Southbound Northbound Eastbound Westbound In 79 8 7 O u t Cottonwood Road In Out 321 474 Cottonwood Road 7 4 I n F a l l o n S t r e e t Total Entering 985 365 511 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 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 7:45 AM 37 35 45 0 117 31 24 34 0 89 25 242 21 0 288 14 159 16 0 189 683 8:00 AM 20 21 31 0 72 32 21 18 0 71 25 216 35 0 276 9 157 9 0 175 594 8:15 AM 22 19 48 0 89 17 35 28 0 80 24 178 41 0 243 17 139 21 0 177 589 8:30 AM 28 23 28 0 79 23 22 27 0 72 23 205 24 0 252 9 146 19 0 174 577 Grand Total 107 98 152 0 357 103 102 107 0 312 97 841 121 0 1059 49 601 65 0 715 2443 Medium Truck % 0.0 0.0 0.7 0.0 0.3 0.0 0.0 0.0 0.0 0.0 2.1 0.2 2.5 0.0 0.7 0.0 0.3 0.0 0.0 0.3 Heavy Truck % 10.3 0.0 0.7 0.0 3.4 1.9 2.0 4.7 0.0 2.9 4.1 2.5 3.3 0.0 2.7 2.0 3.5 3.1 0.0 3.4 Total Truck % 10.3 0.0 1.3 0.0 3.6 1.9 2.0 4.7 0.0 2.9 6.2 2.7 5.8 0.0 3.4 2.0 3.8 3.1 0.0 3.6 Total % 4.4 4.0 6.2 0.0 14.6 4.2 4.2 4.4 0.0 12.8 4.0 34.4 5.0 0.0 43.3 2.0 24.6 2.7 0.0 29.3 100.0 PHF 0.76 0.76 0.76 0.87 0.87 0.87 0.92 0.92 0.92 0.95 0.95 0.95 0.90 RT TH LT U 107 98 152 0 4 9 R T 6 0 1 T H 6 5 L T 0 U U 0 LT 12 1 TH 84 1 RT 97 0 107 102 103 U LT TH RT In 81 5 I n 7 1 5 O u t 1 0 9 6 Total Entering 2443 Ou t Cottonwood Road 312 In Out 260 Cottonwood Road 357 In Out 272 Hu f f i n e L a n e H u f f i n e L a n e 10 5 9 City of Bozeman / MDT Thursday, June 07, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Cottonwood Road Huffine Lane Huffine Lane Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Huffine Lane & Cottonwood Road Counted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Cottonwood Road Northbound Huffine Lane 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 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0 0.86 0.86 0.86 0.86 0 5:00 PM 45 24 28 0 97 12 36 23 0 71 27 229 35 0 291 22 215 27 0 264 723 5:15 PM 30 31 20 0 81 10 39 18 0 67 25 220 50 0 295 15 259 27 0 301 744 5:30 PM 34 23 37 0 94 15 42 21 0 78 28 232 54 0 314 15 191 21 0 227 713 5:45 PM 36 41 34 0 111 22 32 22 0 76 26 254 46 0 326 21 174 26 0 221 734 Grand Total 145 119 119 0 383 59 149 84 0 292 106 935 185 0 1226 73 839 101 0 1013 2914 Medium Truck % 0.7 0.0 0.0 0.0 0.3 0.0 0.7 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.1 0.8 0.0 0.0 1.0 0.0 1.3 3.6 0.0 1.7 3.8 1.2 2.2 0.0 1.5 0.0 1.4 0.0 0.0 1.2 Total Truck % 2.8 0.8 0.0 0.0 1.3 0.0 2.0 3.6 0.0 2.1 3.8 1.2 2.2 0.0 1.5 0.0 1.4 0.0 0.0 1.2 Total % 5.0 4.1 4.1 0.0 13.1 2.0 5.1 2.9 0.0 10.0 3.6 32.1 6.3 0.0 42.1 2.5 28.8 3.5 0.0 34.8 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.98 RT TH LT U 145 119 119 0 7 3 R T 8 3 9 T H 1 0 1 L T 0 U U 0 LT 18 5 TH 93 5 RT 10 6 0 84 149 59 U LT TH RT Cottonwood Road 1 0 1 3 I n H u f f i n e L a n e Total Entering 2914 326 292 Out In Cottonwood Road In Out 383 407 Hu f f i n e L a n e Ou t 10 6 8 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Huffine Lane Huffine Lane Southbound Northbound Eastbound Westbound In 12 2 6 1 1 1 3 O u t North/South Street: Cottonwood Road Huffine Lane Date Performed: Thursday, June 07, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Huffine Lane & Cottonwood Road 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 0.90 0.90 0.90 0.90 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 59 0 74 1 134 0 0 297 55 0 352 34 161 0 0 195 681 8:00 AM 55 0 39 0 94 0 0 266 38 0 304 25 137 0 0 162 560 8:15 AM 39 0 60 0 99 0 0 206 53 0 259 33 139 0 0 172 530 8:30 AM 37 0 63 0 100 0 0 239 46 0 285 40 139 0 0 179 564 Grand Total 190 0 236 1 427 0 0 0 0 0 0 1008 192 0 1200 132 576 0 0 708 2335 Medium Truck % 0.0 0.0 0.4 0.0 0.2 0.0 0.0 0.1 0.5 0.0 0.2 1.5 0.3 0.0 0.0 0.6 Heavy Truck % 2.6 0.0 1.3 0.0 1.9 0.0 0.0 2.0 5.7 0.0 2.6 0.8 2.4 0.0 0.0 2.1 Total Truck % 2.6 0.0 1.7 0.0 2.1 0.0 0.0 2.1 6.3 0.0 2.8 2.3 2.8 0.0 0.0 2.7 Total % 8.1 0.0 10.1 0.0 18.3 0.0 0.0 0.0 0.0 0.0 0.0 43.2 8.2 0.0 51.4 5.7 24.7 0.0 0.0 30.3 100.0 PHF 0.80 0.80 0.80 0.85 0.85 0.85 0.91 0.91 0.91 0.86 RT LT U 190 236 1 1 3 2 R T 5 7 6 T H 0 U U 0 LT 19 2 TH 10 0 8 Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: South Ferguson Avenue AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound South Ferguson Avenue Northbound Huffine Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Huffine Lane & South Ferguson Avenue Counted By: Hu f f i n e L a n e H u f f i n e L a n e 12 0 0 City of Bozeman / MDT Tuesday, June 05, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine South Ferguson Avenue Huffine Lane Huffine Lane Vehicle Volumes and Adjustments South Ferguson Avenue 427 In Out 325 In 76 6 I n 7 0 8 O u t 1 2 4 4 Total Entering 2335 Ou t 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 0.90 0.90 0.90 0.90 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 5:00 PM 53 0 47 0 100 0 0 229 40 0 269 77 268 0 0 345 714 5:15 PM 44 0 40 0 84 0 0 251 49 0 300 68 271 0 0 339 723 5:30 PM 45 0 49 0 94 0 0 257 43 0 300 59 284 0 0 343 737 5:45 PM 29 0 40 0 69 0 0 250 33 0 283 46 233 0 0 279 631 Grand Total 171 0 176 0 347 0 0 0 0 0 0 987 165 0 1152 250 1056 0 0 1306 2805 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.2 Heavy Truck % 1.8 0.0 0.6 0.0 1.2 0.0 0.0 1.6 0.6 0.0 1.5 0.0 1.3 0.0 0.0 1.1 Total Truck % 1.8 0.0 0.6 0.0 1.2 0.0 0.0 1.6 0.6 0.0 1.5 0.8 1.3 0.0 0.0 1.2 Total % 6.1 0.0 6.3 0.0 12.4 0.0 0.0 0.0 0.0 0.0 0.0 35.2 5.9 0.0 41.1 8.9 37.6 0.0 0.0 46.6 100.0 PHF 0.92 0.92 0.92 0.96 0.96 0.96 0.95 0.95 0.95 0.95 RT LT U 171 176 0 2 5 0 R T 1 0 5 6 T H 0 U U 0 LT 16 5 TH 98 7 Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Huffine Lane & South Ferguson Avenue North/South Street: South Ferguson Avenue Huffine Lane Date Performed: Tuesday, June 05, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Hu f f i n e L a n e Ou t 12 2 7 Vehicle Volumes and Adjustments South Ferguson Avenue South Ferguson Avenue Huffine Lane Huffine Lane Southbound Northbound Eastbound Westbound In 11 5 2 1 1 6 3 O u t South Ferguson Avenue In Out 347 415 1 3 0 6 I n H u f f i n e L a n e Total Entering 2805 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 0.90 0.90 0.90 0.90 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 7:45 AM 25 19 10 0 54 49 10 38 0 97 18 232 9 1 260 3 240 25 0 268 679 8:00 AM 9 19 9 0 37 54 12 23 0 89 18 218 8 0 244 2 184 19 0 205 575 8:15 AM 11 22 9 0 42 39 13 24 0 76 8 211 12 0 231 2 194 15 0 211 560 8:30 AM 16 10 10 0 36 35 4 18 0 57 8 229 11 0 248 4 178 22 0 204 545 Grand Total 61 70 38 0 169 177 39 103 0 319 52 890 40 1 983 11 796 81 0 888 2359 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.6 2.6 0.0 0.0 0.6 0.0 0.3 2.5 0.0 0.4 0.0 0.4 0.0 0.0 0.3 Heavy Truck % 3.3 0.0 5.3 0.0 2.4 0.0 2.6 1.0 0.0 0.6 7.7 4.8 7.5 0.0 5.1 0.0 3.9 2.5 0.0 3.7 Total Truck % 3.3 0.0 5.3 0.0 2.4 0.6 5.1 1.0 0.0 1.3 7.7 5.2 10.0 0.0 5.5 0.0 4.3 2.5 0.0 4.1 Total % 2.6 3.0 1.6 0.0 7.2 7.5 1.7 4.4 0.0 13.5 2.2 37.7 1.7 0.0 41.7 0.5 33.7 3.4 0.0 37.6 100.0 PHF 0.78 0.78 0.78 0.82 0.82 0.82 0.95 0.95 0.95 0.83 0.83 0.83 0.87 RT TH LT U 61 70 38 0 1 1 R T 7 9 6 T H 8 1 L T 0 U U 1 LT 40 TH 89 0 RT 52 0 103 39 177 U LT TH RT Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Gooch Hill Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Gooch Hill Road Northbound Huffine Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Huffine Lane & Gooch Hill Road Counted By: Hu f f i n e L a n e H u f f i n e L a n e 98 3 City of Bozeman / MDT Tuesday, June 05, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Gooch Hill Road Huffine Lane Huffine Lane Vehicle Volumes and Adjustments Gooch Hill Road 169 In Out 90 Gooch Hill Road 319 In Out 203 In 96 1 I n 8 8 8 O u t 1 1 0 5 Total Entering 2359 Ou t 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 0.90 0.90 0.90 0.90 0.88 0.88 0.88 0.88 0 0.88 0.88 0.88 0.88 0 5:00 PM 8 13 4 0 25 29 13 29 0 71 25 317 24 0 366 7 257 41 0 305 767 5:15 PM 15 21 6 0 42 33 9 29 0 71 15 284 19 0 318 4 261 48 0 313 744 5:30 PM 10 18 10 0 38 33 11 13 0 57 23 297 11 0 331 7 255 44 0 306 732 5:45 PM 8 22 5 0 35 33 15 20 0 68 22 275 14 0 311 3 217 40 0 260 674 Grand Total 41 74 25 0 140 128 48 91 0 267 85 1173 68 0 1326 21 990 173 0 1184 2917 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.1 0.0 0.0 0.1 Heavy Truck % 2.4 1.4 0.0 0.0 1.4 0.0 2.1 1.1 0.0 0.7 1.2 1.7 0.0 0.0 1.6 0.0 1.8 0.6 0.0 1.6 Total Truck % 2.4 1.4 0.0 0.0 1.4 0.0 2.1 1.1 0.0 0.7 1.2 1.8 0.0 0.0 1.7 0.0 1.9 0.6 0.0 1.7 Total % 1.4 2.5 0.9 0.0 4.8 4.4 1.6 3.1 0.0 9.2 2.9 40.2 2.3 0.0 45.5 0.7 33.9 5.9 0.0 40.6 100.0 PHF 1.00 1.00 1.00 0.95 0.95 0.95 0.91 0.91 0.91 0.97 0.97 0.97 0.95 RT TH LT U 41 74 25 0 2 1 R T 9 9 0 T H 1 7 3 L T 0 U U 0 LT 68 TH 11 7 3 RT 85 0 91 48 128 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Huffine Lane & Gooch Hill Road North/South Street: Gooch Hill Road Huffine Lane Date Performed: Tuesday, June 05, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Hu f f i n e L a n e Ou t 11 2 2 Vehicle Volumes and Adjustments Gooch Hill Road Gooch Hill Road Huffine Lane Huffine Lane Southbound Northbound Eastbound Westbound In 13 2 6 1 3 2 6 O u t Gooch Hill Road In Out 140 137 Gooch Hill Road 1 1 8 4 I n H u f f i n e L a n e Total Entering 2917 332 267 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 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0 0.90 0.90 0.90 0.90 0 7:45 AM 4 25 44 0 73 17 29 0 0 46 1 42 5 0 48 22 21 5 0 48 215 8:00 AM 2 21 26 0 49 19 30 3 0 52 0 36 3 0 39 12 19 1 0 32 172 8:15 AM 6 24 40 0 70 18 30 1 0 49 0 30 4 0 34 22 27 4 0 53 206 8:30 AM 2 18 28 0 48 7 26 0 0 33 1 21 4 0 26 11 16 2 0 29 136 Grand Total 14 88 138 0 240 61 115 4 0 180 2 129 16 0 147 67 83 12 0 162 729 Medium Truck % 0.0 1.1 0.0 0.0 0.4 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 2.3 2.2 0.0 2.1 0.0 0.9 0.0 0.0 0.6 0.0 0.8 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Total Truck % 0.0 3.4 2.2 0.0 2.5 0.0 0.9 0.0 0.0 0.6 0.0 0.8 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Total % 1.9 12.1 18.9 0.0 32.9 8.4 15.8 0.5 0.0 24.7 0.3 17.7 2.2 0.0 20.2 9.2 11.4 1.6 0.0 22.2 100.0 PHF 0.82 0.82 0.82 0.98 0.98 0.98 0.76 0.76 0.76 0.82 0.82 0.82 0.84 RT TH LT U 14 88 138 0 6 7 R T 8 3 T H 1 2 L T 0 U U 0 LT 16 TH 12 9 RT 2 0 4 115 61 U LT TH RT In 10 1 I n 1 6 2 O u t 3 2 8 Total Entering 729 Ou t Cottonwood Road 180 In Out 102 Cottonwood Road 240 In Out 198 St u c k y R o a d S t u c k y R o a d 14 7 City of Bozeman / MDT Tuesday, June 05, 2018 Date Performed: Count Time Period: Bozeman Health Cottonwood/Huffine Cottonwood Road Stucky Road Stucky Road Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Stucky Road & Cottonwood Road Counted By: Westbound Agency/Company: Audrey Stoltzfus Sanderson Stewart North/South Street: Cottonwood Road AM Peak Hour (7:45 - 8:45 AM) 17095.01 Project Number: Southbound Cottonwood Road Northbound Stucky 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 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0 0.90 0.90 0.90 0.90 0 5:00 PM 8 35 18 0 61 9 25 1 0 35 1 21 0 0 22 47 44 8 0 99 217 5:15 PM 10 38 14 0 62 7 31 4 0 42 1 27 8 0 36 41 35 14 0 90 230 5:30 PM 6 43 26 0 75 12 24 1 0 37 2 21 5 0 28 36 19 7 0 62 202 5:45 PM 8 24 19 0 51 8 32 1 0 41 1 33 5 0 39 41 23 4 0 68 199 Grand Total 32 140 77 0 249 36 112 7 0 155 5 102 18 0 125 165 121 33 0 319 848 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 0.7 1.3 0.0 0.8 0.0 1.8 14.3 0.0 1.9 0.0 1.0 0.0 0.0 0.8 1.2 0.8 0.0 0.0 0.9 Total Truck % 0.0 0.7 1.3 0.0 0.8 0.0 1.8 14.3 0.0 1.9 0.0 1.0 0.0 0.0 0.8 1.2 0.8 0.0 0.0 0.9 Total % 3.8 16.5 9.1 0.0 29.4 4.2 13.2 0.8 0.0 18.3 0.6 12.0 2.1 0.0 14.7 19.5 14.3 3.9 0.0 37.6 100.0 PHF 1.00 1.00 1.00 0.91 0.91 0.91 0.87 0.87 0.87 0.88 0.88 0.88 0.92 RT TH LT U 32 140 77 0 1 6 5 R T 1 2 1 T H 3 3 L T 0 U U 0 LT 18 TH 10 2 RT 5 0 7 112 36 U LT TH RT Cottonwood Road 3 1 9 I n S t u c k y R o a d Total Entering 848 178 155 Out In Cottonwood Road In Out 249 295 St u c k y R o a d Ou t 16 0 Vehicle Volumes and Adjustments Cottonwood Road Cottonwood Road Stucky Road Stucky Road Southbound Northbound Eastbound Westbound In 12 5 2 1 5 O u t North/South Street: Cottonwood Road Stucky Road Date Performed: Tuesday, June 05, 2018 City of Bozeman / MDT Count Time Period: PM Peak Hour (5:00 - 6:00 PM) Project Number: 17095.01 Bozeman Health Cottonwood/Huffine East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Audrey Stoltzfus Stucky Road & Cottonwood Road NNNNN A P P E N D I X B CAPACITY CALCULATIONS – EXISTING CONDITIONS (2018) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Alpha Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 2 0 Configuration LR LT T TR Volume, V (veh/h) 51 7 4 175 127 14 Percent Heavy Vehicles (%) 2 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.9 4.1 Critical Headway (sec) 6.84 6.90 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.52 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 65 4 Capacity, c (veh/h) 648 1435 v/c Ratio 0.10 0.00 95% Queue Length, Q₉₅ (veh) 0.3 0.0 Control Delay (s/veh) 11.2 7.5 Level of Service, LOS B A Approach Delay (s/veh) 11.2 0.2 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 3:55:57 PM Alpha_&_Cottonwood_AM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Alpha Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 2 0 Configuration LR LT T TR Volume, V (veh/h) 36 1 8 190 211 53 Percent Heavy Vehicles (%) 3 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.9 4.1 Critical Headway (sec) 6.86 6.90 4.10 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.30 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 40 9 Capacity, c (veh/h) 512 1287 v/c Ratio 0.08 0.01 95% Queue Length, Q₉₅ (veh) 0.3 0.0 Control Delay (s/veh) 12.6 7.8 Level of Service, LOS B A Approach Delay (s/veh) 12.6 0.4 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 3:59:35 PM Alpha_&_Cottonwood_PM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Alpha & Winnow Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2018 North/South Street Winnow Circle Time Analyzed AM Peak Hour Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h) 3 71 16 0 0 0 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 4 0 Capacity, c (veh/h) 1611 0 v/c Ratio 0.00 95% Queue Length, Q₉₅ (veh) 0.0 Control Delay (s/veh) 7.2 5.0 Level of Service, LOS A A Approach Delay (s/veh) 0.3 5.0 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 6/25/2018 8:55:31 AM Alpha_&_Winnow_AM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Alpha & Winnow Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2018 North/South Street Winnow Circle Time Analyzed PM Peak Hour Peak Hour Factor 0.70 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h) 0 42 67 0 0 0 Percent Heavy Vehicles (%) 0 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.10 6.40 6.20 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 0 Capacity, c (veh/h) 1511 0 v/c Ratio 0.00 95% Queue Length, Q₉₅ (veh) 0.0 Control Delay (s/veh) 7.4 5.0 Level of Service, LOS A A Approach Delay (s/veh) 0.0 5.0 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 6/25/2018 8:58:27 AM Alpha_&_Winnow_PM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Babcock Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street West Babcock Street Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 0.84 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 1 1 0 1 2 0 Configuration L TR L TR L T R L T TR Volume, V (veh/h) 20 37 48 54 20 17 4 63 120 38 19 278 42 Percent Heavy Vehicles (%) 10 3 2 0 5 0 0 5 3 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 6.4 4.1 4.1 Critical Headway (sec) 7.70 6.56 6.94 7.50 6.60 6.20 6.40 4.20 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec) 3.60 4.03 3.32 3.50 4.05 3.30 2.50 2.25 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 24 101 64 44 80 23 Capacity, c (veh/h) 250 475 335 445 1119 1376 v/c Ratio 0.10 0.21 0.19 0.10 0.07 0.02 95% Queue Length, Q₉₅ (veh) 0.3 0.8 0.7 0.3 0.2 0.1 Control Delay (s/veh) 20.9 14.6 18.3 14.0 8.5 7.7 Level of Service, LOS C B C B A A Approach Delay (s/veh) 15.8 16.5 2.5 0.4 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:05:12 PM Cottonwood_&_Babcock_AM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Babcock Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street West Babcock Street Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 0.93 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 1 1 0 1 1 0 0 1 1 1 0 1 2 0 Configuration L TR L TR L T R L T TR Volume, V (veh/h) 41 21 21 37 28 72 1 41 359 91 32 222 27 Percent Heavy Vehicles (%) 0 0 5 0 0 0 0 2 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 6.4 4.1 4.1 Critical Headway (sec) 7.50 6.50 7.00 7.50 6.50 6.20 6.40 4.14 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.2 Follow-Up Headway (sec) 3.50 4.00 3.35 3.50 4.00 3.30 2.50 2.22 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 44 46 40 107 45 34 Capacity, c (veh/h) 184 406 297 492 1283 1089 v/c Ratio 0.24 0.11 0.13 0.22 0.04 0.03 95% Queue Length, Q₉₅ (veh) 0.9 0.4 0.5 0.8 0.1 0.1 Control Delay (s/veh) 30.6 15.0 19.0 14.3 7.9 8.4 Level of Service, LOS D C C B A A Approach Delay (s/veh) 22.7 15.6 0.7 0.9 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:07:26 PM Cottonwood_&_Babcock_PM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Fallon Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Fallon Street Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 3 8 44 18 6 12 2 55 207 31 2 38 323 6 Percent Heavy Vehicles (%) 0 0 7 6 17 0 0 4 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec) 7.50 6.50 7.04 7.62 6.84 6.90 6.40 4.18 6.40 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec) 3.50 4.00 3.37 3.56 4.17 3.30 2.50 2.24 2.50 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 60 40 62 44 Capacity, c (veh/h) 595 372 1162 1295 v/c Ratio 0.10 0.11 0.05 0.03 95% Queue Length, Q₉₅ (veh) 0.3 0.4 0.2 0.1 Control Delay (s/veh) 11.7 15.8 8.3 7.9 Level of Service, LOS B C A A Approach Delay (s/veh) 11.7 15.8 1.6 0.9 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:08:58 PM Cottonwood_&_Fallon_AM_existing.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Fallon Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Fallon Street Analysis Year 2018 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 15 11 53 24 8 42 2 47 416 46 1 30 286 4 Percent Heavy Vehicles (%) 0 0 0 4 0 0 0 0 0 0 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 6.4 4.1 6.4 4.1 Critical Headway (sec) 7.50 6.50 6.90 7.58 6.50 6.90 6.40 4.10 6.40 4.10 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.5 2.2 2.5 2.2 Follow-Up Headway (sec) 3.50 4.00 3.30 3.54 4.00 3.30 2.50 2.20 2.50 2.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 89 83 55 35 Capacity, c (veh/h) 471 363 1225 1038 v/c Ratio 0.19 0.23 0.04 0.03 95% Queue Length, Q₉₅ (veh) 0.7 0.9 0.1 0.1 Control Delay (s/veh) 14.4 17.9 8.1 8.6 Level of Service, LOS B C A A Approach Delay (s/veh) 14.4 17.9 0.8 0.8 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:12:24 PM Cottonwood_&_Fallon_PM_existing.xtw HCS7 All-Way Stop Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Stucky Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Stucky Road Analysis Year 2018 North/South Street Cottonwood Road Analysis Time Period (hrs) 1.00 Peak Hour Factor 0.84 Time Analyzed AM Peak Hour Project Description Bozeman Health - Cottonwood/Huffine Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 16 129 2 12 83 67 4 115 61 138 88 14 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h) 175 193 214 286 Percent Heavy Vehicles 1 0 1 3 Departure Headway and Service Time Initial Departure Headway, hd (s) 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.156 0.171 0.190 0.254 Final Departure Headway, hd (s) 5.64 5.35 5.23 5.41 Final Degree of Utilization, x 0.274 0.287 0.312 0.430 Move-Up Time, m (s) 2.0 2.0 2.0 2.0 Service Time, ts (s) 3.64 3.35 3.23 3.41 Capacity, Delay and Level of Service Flow Rate, v (veh/h) 175 193 214 286 Capacity 639 673 688 665 95% Queue Length, Q₉₅ (veh) 1.1 1.2 1.3 2.2 Control Delay (s/veh) 10.8 10.5 10.6 12.5 Level of Service, LOS B B B B Approach Delay (s/veh) 10.8 10.5 10.6 12.5 Approach LOS B B B B Intersection Delay, s/veh | LOS 11.2 B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ AWSC Version 7.2.1 Generated: 6/25/2018 9:19:09 AM Cottonwood_&_Stucky_AM_existing.xaw HCS7 All-Way Stop Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Stucky Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Stucky Road Analysis Year 2018 North/South Street Cottonwood Road Analysis Time Period (hrs) 1.00 Peak Hour Factor 0.92 Time Analyzed PM Peak Hour Project Description Bozeman Health - Cottonwood/Huffine Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 18 102 5 33 121 165 7 112 36 77 140 32 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LTR LTR LTR LTR Flow Rate, v (veh/h) 136 347 168 271 Percent Heavy Vehicles 1 1 2 1 Departure Headway and Service Time Initial Departure Headway, hd (s) 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.121 0.308 0.150 0.241 Final Departure Headway, hd (s) 5.76 5.12 5.61 5.52 Final Degree of Utilization, x 0.217 0.493 0.263 0.415 Move-Up Time, m (s) 2.0 2.0 2.0 2.0 Service Time, ts (s) 3.76 3.12 3.61 3.52 Capacity, Delay and Level of Service Flow Rate, v (veh/h) 136 347 168 271 Capacity 625 703 642 652 95% Queue Length, Q₉₅ (veh) 0.8 2.9 1.1 2.1 Control Delay (s/veh) 10.4 13.1 10.6 12.4 Level of Service, LOS B B B B Approach Delay (s/veh) 10.4 13.1 10.6 12.4 Approach LOS B B B B Intersection Delay, s/veh | LOS 12.0 B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ AWSC Version 7.2.1 Generated: 6/25/2018 9:21:50 AM Cottonwood_&_Stucky_PM_existing.xaw HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 06/29/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 841 97 65 601 49 107 102 103 152 98 107 Future Volume (veh/h) 121 841 97 65 601 49 107 102 103 152 98 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 1856 1856 1856 1841 1841 1826 1870 1870 1885 1900 1900 Adj Flow Rate, veh/h 132 914 105 68 633 52 123 117 118 200 129 141 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.87 0.87 0.87 0.76 0.76 0.76 Percent Heavy Veh, % 6 3 3 3 4 4 5 2 2 1 0 0 Cap, veh/h 416 1586 182 289 1574 129 348 588 524 380 597 525 Arrive On Green 0.05 0.50 0.50 0.04 0.48 0.48 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1725 3181 365 1767 3272 268 1082 1777 1584 1154 1805 1588 Grp Volume(v), veh/h 132 506 513 68 338 347 123 117 118 200 129 141 Grp Sat Flow(s),veh/h/ln 1725 1763 1784 1767 1749 1792 1082 1777 1584 1154 1805 1588 Q Serve(g_s), s 4.5 24.3 24.3 2.3 14.9 15.0 11.3 5.7 6.5 18.2 6.2 7.8 Cycle Q Clear(g_c), s 4.5 24.3 24.3 2.3 14.9 15.0 19.1 5.7 6.5 24.7 6.2 7.8 Prop In Lane 1.00 0.20 1.00 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 416 879 889 289 841 862 348 588 524 380 597 525 V/C Ratio(X) 0.32 0.58 0.58 0.24 0.40 0.40 0.35 0.20 0.23 0.53 0.22 0.27 Avail Cap(c_a), veh/h 494 879 889 502 841 862 348 588 524 380 597 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 21.2 21.2 16.8 20.0 20.0 36.5 28.8 29.0 37.9 28.9 29.5 Incr Delay (d2), s/veh 0.3 2.1 2.0 0.4 1.3 1.2 2.8 0.8 1.0 5.2 0.8 1.3 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 1.6 9.5 9.6 0.9 5.9 6.0 3.1 2.4 2.5 5.6 2.8 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 23.2 23.2 17.2 21.3 21.3 39.3 29.5 30.0 43.1 29.8 30.7 LnGrp LOS B C C B C C D C C D C C Approach Vol, veh/h 1151 753 358 470 Approach Delay, s/veh 22.3 20.9 33.1 35.7 Approach LOS C C C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 7.5 66.5 46.0 9.6 64.4 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 21.1 4.3 26.3 26.7 6.5 17.0 Green Ext Time (p_c), s 1.6 0.1 5.5 1.9 0.1 3.8 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 06/29/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 192 1008 576 132 237 190 Future Volume (veh/h) 192 1008 576 132 237 190 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1811 1870 1856 1870 1870 1856 Adj Flow Rate, veh/h 226 1186 633 145 296 238 Peak Hour Factor 0.85 0.85 0.91 0.91 0.80 0.80 Percent Heavy Veh, % 6 2 3 2 2 3 Cap, veh/h 509 2144 1615 726 378 333 Arrive On Green 0.10 0.60 0.46 0.46 0.21 0.21 Sat Flow, veh/h 1725 3647 3618 1585 1781 1572 Grp Volume(v), veh/h 226 1186 633 145 296 238 Grp Sat Flow(s),veh/h/ln 1725 1777 1763 1585 1781 1572 Q Serve(g_s), s 4.1 13.0 7.8 3.6 10.3 9.2 Cycle Q Clear(g_c), s 4.1 13.0 7.8 3.6 10.3 9.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 509 2144 1615 726 378 333 V/C Ratio(X) 0.44 0.55 0.39 0.20 0.78 0.71 Avail Cap(c_a), veh/h 996 2442 2422 1089 816 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.5 7.7 11.7 10.6 24.4 24.0 Incr Delay (d2), s/veh 0.6 0.2 0.2 0.1 3.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.9 2.5 4.1 4.4 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.1 8.0 11.9 10.7 28.0 26.8 LnGrp LOS A A B B C C Approach Vol, veh/h 1412 778 534 Approach Delay, s/veh 8.0 11.7 27.5 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 19.5 9.5 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 45.0 30.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 15.0 12.3 6.1 9.8 Green Ext Time (p_c), s 8.7 1.6 0.5 4.8 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 06/29/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 890 52 81 796 11 103 39 177 38 70 61 Future Volume (veh/h) 41 890 52 81 796 11 103 39 177 38 70 61 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 0.98 1.00 1.00 1.00 0.99 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 1752 1826 1826 1870 1841 1841 1826 1826 1885 1900 1900 1900 Adj Flow Rate, veh/h 43 937 55 98 959 13 126 48 216 49 90 78 Peak Hour Factor 0.95 0.95 0.95 0.83 0.83 0.83 0.82 0.82 0.82 0.78 0.78 0.78 Percent Heavy Veh, % 10 5 5 2 4 4 5 5 1 0 0 0 Cap, veh/h 309 1386 81 346 1586 21 275 89 510 105 154 104 Arrive On Green 0.03 0.42 0.42 0.07 0.45 0.45 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1668 3330 195 1781 3532 48 681 351 1598 123 609 411 Grp Volume(v), veh/h 43 488 504 98 475 497 174 0 216 217 0 0 Grp Sat Flow(s),veh/h/ln 1668 1735 1791 1781 1749 1831 1032 0 1598 1143 0 0 Q Serve(g_s), s 0.9 13.7 13.7 1.8 12.3 12.3 0.0 0.0 6.4 2.1 0.0 0.0 Cycle Q Clear(g_c), s 0.9 13.7 13.7 1.8 12.3 12.3 9.8 0.0 6.4 11.9 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.03 0.72 1.00 0.23 0.36 Lane Grp Cap(c), veh/h 309 722 745 346 785 822 364 0 510 362 0 0 V/C Ratio(X) 0.14 0.68 0.68 0.28 0.60 0.60 0.48 0.00 0.42 0.60 0.00 0.00 Avail Cap(c_a), veh/h 918 1444 1490 968 1455 1524 733 0 958 797 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 14.2 14.2 10.1 12.5 12.5 20.2 0.0 16.1 20.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.1 1.1 0.4 0.8 0.7 1.0 0.0 0.6 1.6 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.1 4.2 0.5 3.5 3.7 2.1 0.0 1.9 2.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.5 15.4 15.3 10.6 13.3 13.2 21.1 0.0 16.7 21.7 0.0 0.0 LnGrp LOS B B B B B B C A B C A A Approach Vol, veh/h 1035 1070 390 217 Approach Delay, s/veh 15.1 13.0 18.7 21.7 Approach LOS B B B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 21.6 7.0 31.4 21.6 5.0 33.4 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 11.8 3.8 15.7 13.9 2.9 14.3 Green Ext Time (p_c), s 1.8 0.2 6.2 1.2 0.1 6.0 Intersection Summary HCM 6th Ctrl Delay 15.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 6/29/2018 Existing (2018) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 132 1019 68 685 123 235 200 270 v/c Ratio 0.32 0.61 0.24 0.44 0.36 0.20 0.53 0.24 Control Delay 13.0 24.6 12.7 23.2 34.2 14.5 38.9 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.0 24.6 12.7 23.2 34.2 14.5 38.9 14.1 Queue Length 50th (ft) 43 298 21 182 72 33 125 36 Queue Length 95th (ft) 72 380 41 243 123 60 165 51 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 439 1684 434 1573 345 1154 376 1133 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.61 0.16 0.44 0.36 0.20 0.53 0.24 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 6/29/2018 Existing (2018) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 226 1186 633 145 296 238 v/c Ratio 0.40 0.55 0.45 0.20 0.72 0.48 Control Delay 8.3 10.8 19.1 4.4 37.3 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 10.8 19.1 4.4 37.3 11.6 Queue Length 50th (ft) 36 153 110 0 128 26 Queue Length 95th (ft) 81 246 197 38 188 65 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 758 3345 2118 1014 713 733 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 0.30 0.35 0.30 0.14 0.42 0.32 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 6/29/2018 Existing (2018) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 43 992 98 972 174 216 217 v/c Ratio 0.12 0.69 0.29 0.58 0.59 0.29 0.53 Control Delay 8.1 21.3 9.5 17.4 33.6 11.3 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 21.3 9.5 17.4 33.6 11.3 26.9 Queue Length 50th (ft) 7 177 16 170 64 40 69 Queue Length 95th (ft) 25 332 44 277 136 94 137 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 350 250 Base Capacity (vph) 674 2416 712 2506 532 1134 715 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.41 0.14 0.39 0.33 0.19 0.30 Intersection Summary HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 06/29/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 935 106 101 839 73 84 149 59 119 119 145 Future Volume (veh/h) 185 935 106 101 839 73 84 149 59 119 119 145 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 0.99 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 1870 1885 1885 1900 1885 1885 1841 1870 1870 1900 1885 1885 Adj Flow Rate, veh/h 185 935 106 120 999 87 84 149 59 119 119 145 Peak Hour Factor 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 1 1 0 1 1 4 2 2 0 1 1 Cap, veh/h 308 1570 178 305 1551 135 349 833 316 402 592 521 Arrive On Green 0.07 0.48 0.48 0.05 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 3242 367 1810 3333 290 1097 2517 957 1192 1791 1576 Grp Volume(v), veh/h 185 516 525 120 537 549 84 103 105 119 119 145 Grp Sat Flow(s),veh/h/ln 1781 1791 1818 1810 1791 1832 1097 1777 1697 1192 1791 1576 Q Serve(g_s), s 6.3 25.1 25.1 4.1 27.4 27.5 7.3 5.0 5.3 9.5 5.7 8.1 Cycle Q Clear(g_c), s 6.3 25.1 25.1 4.1 27.4 27.5 15.5 5.0 5.3 14.8 5.7 8.1 Prop In Lane 1.00 0.20 1.00 0.16 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 308 867 880 305 834 853 349 588 561 402 592 521 V/C Ratio(X) 0.60 0.60 0.60 0.39 0.64 0.64 0.24 0.18 0.19 0.30 0.20 0.28 Avail Cap(c_a), veh/h 361 867 880 498 834 853 349 588 561 402 592 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.1 22.4 22.4 17.8 24.5 24.5 35.3 28.5 28.6 33.9 28.8 29.6 Incr Delay (d2), s/veh 1.3 1.8 1.8 0.6 2.7 2.7 1.6 0.7 0.7 1.9 0.8 1.3 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 2.4 10.0 10.2 1.6 11.2 11.5 2.1 2.1 2.2 2.9 2.6 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.4 24.3 24.3 18.4 27.2 27.2 36.9 29.2 29.4 35.8 29.5 30.9 LnGrp LOS C C C B C C D C C D C C Approach Vol, veh/h 1226 1206 292 383 Approach Delay, s/veh 23.7 26.3 31.5 32.0 Approach LOS C C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 9.2 64.8 46.0 11.4 62.6 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 17.5 6.1 27.1 16.8 8.3 29.5 Green Ext Time (p_c), s 1.3 0.2 5.6 1.9 0.2 6.4 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 06/29/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 165 987 1056 250 176 171 Future Volume (veh/h) 165 987 1056 250 176 171 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1885 1870 1885 1885 1885 1870 Adj Flow Rate, veh/h 172 1028 1112 263 191 186 Peak Hour Factor 0.96 0.96 0.95 0.95 0.92 0.92 Percent Heavy Veh, % 1 2 1 1 1 2 Cap, veh/h 374 2249 1803 799 295 260 Arrive On Green 0.08 0.63 0.50 0.50 0.16 0.16 Sat Flow, veh/h 1795 3647 3676 1588 1795 1585 Grp Volume(v), veh/h 172 1028 1112 263 191 186 Grp Sat Flow(s),veh/h/ln 1795 1777 1791 1588 1795 1585 Q Serve(g_s), s 2.4 8.9 13.3 5.9 5.9 6.6 Cycle Q Clear(g_c), s 2.4 8.9 13.3 5.9 5.9 6.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 2249 1803 799 295 260 V/C Ratio(X) 0.46 0.46 0.62 0.33 0.65 0.71 Avail Cap(c_a), veh/h 1136 3280 3306 1466 1205 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.3 5.7 10.7 8.8 23.3 23.6 Incr Delay (d2), s/veh 0.9 0.1 0.3 0.2 2.4 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.5 3.8 6.6 2.5 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.2 5.8 11.0 9.0 25.7 27.2 LnGrp LOS A A B A C C Approach Vol, veh/h 1200 1375 377 Approach Delay, s/veh 6.3 10.6 26.4 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 44.2 15.4 7.7 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 55.0 40.0 30.0 55.0 Max Q Clear Time (g_c+I1), s 10.9 8.6 4.4 15.3 Green Ext Time (p_c), s 7.6 1.2 0.4 10.6 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 06/29/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 1173 85 173 990 21 91 48 128 25 74 41 Future Volume (veh/h) 68 1173 85 173 990 21 91 48 128 25 74 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 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 1900 1870 1870 1885 1870 1870 1870 1870 1900 1885 1885 1885 Adj Flow Rate, veh/h 75 1289 93 178 1021 22 96 51 135 25 74 41 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Percent Heavy Veh, % 0 2 2 1 2 2 2 2 0 1 1 1 Cap, veh/h 394 1688 121 336 1903 41 231 94 378 88 135 63 Arrive On Green 0.05 0.50 0.50 0.08 0.54 0.54 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1810 3356 242 1795 3555 77 850 598 1583 118 852 402 Grp Volume(v), veh/h 75 681 701 178 510 533 147 0 135 140 0 0 Grp Sat Flow(s),veh/h/ln 1810 1777 1821 1795 1777 1855 1448 0 1583 1372 0 0 Q Serve(g_s), s 1.2 18.9 19.1 2.7 11.5 11.5 0.0 0.0 4.4 0.8 0.0 0.0 Cycle Q Clear(g_c), s 1.2 18.9 19.1 2.7 11.5 11.5 5.8 0.0 4.4 6.5 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.04 0.65 1.00 0.18 0.29 Lane Grp Cap(c), veh/h 394 893 916 336 951 993 326 0 378 286 0 0 V/C Ratio(X) 0.19 0.76 0.77 0.53 0.54 0.54 0.45 0.00 0.36 0.49 0.00 0.00 Avail Cap(c_a), veh/h 1018 1451 1487 927 1451 1515 849 0 956 882 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.3 12.3 12.3 11.2 9.3 9.3 24.0 0.0 19.5 23.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.4 1.4 1.3 0.5 0.5 1.0 0.0 0.6 1.3 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.3 5.4 0.7 2.9 3.0 2.0 0.0 1.4 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.5 13.6 13.7 12.5 9.7 9.7 25.0 0.0 20.0 25.1 0.0 0.0 LnGrp LOS A B B B A A C A C C A A Approach Vol, veh/h 1457 1221 282 140 Approach Delay, s/veh 13.3 10.1 22.6 25.1 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.2 7.9 37.2 16.2 5.9 39.2 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 7.8 4.7 21.1 8.5 3.2 13.5 Green Ext Time (p_c), s 1.3 0.4 9.7 0.8 0.1 6.6 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 6/29/2018 Existing (2018) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 185 1041 120 1086 84 208 119 264 v/c Ratio 0.65 0.64 0.41 0.68 0.24 0.18 0.31 0.23 Control Delay 23.8 27.1 15.2 29.2 31.5 21.5 32.6 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 27.1 15.2 29.2 31.5 21.5 32.6 13.3 Queue Length 50th (ft) 62 313 38 345 47 44 68 33 Queue Length 95th (ft) 111 405 61 386 90 73 121 65 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 304 1620 428 1586 352 1157 390 1163 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.64 0.28 0.68 0.24 0.18 0.31 0.23 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 6/29/2018 Existing (2018) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 172 1028 1112 263 191 186 v/c Ratio 0.41 0.45 0.69 0.32 0.54 0.41 Control Delay 8.0 8.3 21.5 3.4 37.1 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 8.3 21.5 3.4 37.1 9.2 Queue Length 50th (ft) 23 110 209 0 77 4 Queue Length 95th (ft) 68 229 421 47 193 64 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 779 3365 2558 1168 926 908 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 0.22 0.31 0.43 0.23 0.21 0.20 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 6/29/2018 Existing (2018) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 75 1382 178 1043 147 135 140 v/c Ratio 0.19 0.78 0.57 0.52 0.60 0.24 0.44 Control Delay 6.2 22.0 19.2 13.5 44.9 15.8 34.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 22.0 19.2 13.5 44.9 15.8 34.1 Queue Length 50th (ft) 10 292 29 175 76 39 62 Queue Length 95th (ft) 30 519 110 287 153 81 130 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 350 250 Base Capacity (vph) 712 2115 608 2246 518 862 644 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.65 0.29 0.46 0.28 0.16 0.22 Intersection Summary A P P E N D I X C CAPACITY CALCULATIONS – FULL BUILDOUT (2020) HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Alpha Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 2 0 Configuration LR LT T TR Volume, V (veh/h) 86 13 21 189 137 125 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.9 4.1 Critical Headway (sec) 6.86 6.96 4.16 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 110 23 Capacity, c (veh/h) 533 1261 v/c Ratio 0.21 0.02 95% Queue Length, Q₉₅ (veh) 0.8 0.1 Control Delay (s/veh) 13.5 7.9 Level of Service, LOS B A Approach Delay (s/veh) 13.5 0.9 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 3:58:23 PM Alpha_&_Cottonwood_AM_future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Alpha Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 2 0 Configuration LR LT T TR Volume, V (veh/h) 166 21 17 206 228 106 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.9 4.1 Critical Headway (sec) 6.86 6.96 4.16 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 203 18 Capacity, c (veh/h) 470 1185 v/c Ratio 0.43 0.02 95% Queue Length, Q₉₅ (veh) 2.2 0.0 Control Delay (s/veh) 18.5 8.1 Level of Service, LOS C A Approach Delay (s/veh) 18.5 0.7 Approach LOS C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:01:53 PM Alpha_&_Cottonwood_PM_future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Alpha & Winnow Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2020 North/South Street Winnow Circle Time Analyzed AM Peak Hour Peak Hour Factor 0.83 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h) 6 77 17 127 36 1 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 7 44 Capacity, c (veh/h) 1396 781 v/c Ratio 0.01 0.06 95% Queue Length, Q₉₅ (veh) 0.0 0.2 Control Delay (s/veh) 7.6 9.9 Level of Service, LOS A A Approach Delay (s/veh) 0.6 9.9 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 6/26/2018 10:45:04 AM Alpha_&_Winnow_AM_future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Alpha & Winnow Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Alpha Drive Analysis Year 2020 North/South Street Winnow Circle Time Analyzed PM Peak Hour Peak Hour Factor 0.70 Intersection Orientation East-West Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0 Configuration LT TR LR Volume, V (veh/h) 1 45 72 57 147 3 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.1 6.2 Critical Headway (sec) 4.13 6.43 6.23 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 1 214 Capacity, c (veh/h) 1383 777 v/c Ratio 0.00 0.28 95% Queue Length, Q₉₅ (veh) 0.0 1.1 Control Delay (s/veh) 7.6 11.4 Level of Service, LOS A B Approach Delay (s/veh) 0.1 11.4 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 6/26/2018 10:49:28 AM Alpha_&_Winnow_PM_future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Fallon Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Fallon Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 0.91 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 3 9 51 22 6 13 63 228 35 43 364 6 Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.96 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 69 45 69 47 Capacity, c (veh/h) 561 335 1141 1263 v/c Ratio 0.12 0.13 0.06 0.04 95% Queue Length, Q₉₅ (veh) 0.4 0.5 0.2 0.1 Control Delay (s/veh) 12.3 17.4 8.4 8.0 Level of Service, LOS B C A A Approach Delay (s/veh) 12.3 17.4 1.6 0.8 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:10:40 PM Cottonwood_&_Fallon_AM_future.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Audrey Stoltzfus Intersection Cottonwood & Fallon Agency/Co. Sanderson Stewart Jurisdiction City of Bozeman Date Performed 6/25/2018 East/West Street Fallon Street Analysis Year 2020 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 0.89 Intersection Orientation North-South Analysis Time Period (hrs) 1.00 Project Description Bozeman Health - Cottonwood/Huffine Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0 Configuration LTR LTR L T TR L T TR Volume, V (veh/h) 16 12 58 27 9 45 56 468 53 34 316 4 Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.96 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 96 91 63 38 Capacity, c (veh/h) 411 306 1189 978 v/c Ratio 0.23 0.30 0.05 0.04 95% Queue Length, Q₉₅ (veh) 0.9 1.3 0.2 0.1 Control Delay (s/veh) 16.4 21.7 8.2 8.8 Level of Service, LOS C C A A Approach Delay (s/veh) 16.4 21.7 0.8 0.8 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 7/9/2018 4:14:22 PM Cottonwood_&_Fallon_PM_future.xtw Page 1 of 1Report dated 3-Jul-2018 Rodel Version 1.88 Scheme: Future (2020) + Site Run number 121 Project: Bozeman Health TIS2020 AM Peak 50% Confidence Level Daylight conditions Rodel-Win1 - Full Geometry Operational Results 2020 AM Peak - 60 minutes Flows and Capacity Leg Leg Names Bypass Type Flows (veh/hr) Arrival Flow Entry Bypass Opposing Flow Entry Bypass Exit Flow Capacity (veh/hr) Capacity Entry Bypass Average VCR Entry Bypass 1 Stucky None 183 154 357 1141 0.1640 2 Cottonwood None 264 107 230 1098 0.2458 3 Stucky None 163 261 110 1063 0.1571 4 Cottonwood None 199 312 112 1038 0.1965 Delays, Queues and Level of Service Leg Leg Names Bypass Type Average Delay (sec) Entry Bypass Leg 95% Queue (veh) Entry Bypass Level of Service Entry Bypass Leg 1 Stucky None 3.71 3.71 0.63 A A 2 Cottonwood None 4.10 4.10 1.01 A A 3 Stucky None 3.90 3.90 0.59 A A 4 Cottonwood None 4.19 4.19 0.79 A A Page 1 of 1Report dated 3-Jul-2018 Rodel Version 1.88 Scheme: Future (2020) + Site Run number 123 Project: Bozeman Health TIS2020 PM Peak 50% Confidence Level Daylight conditions Rodel-Win1 - Full Geometry Operational Results 2020 PM Peak - 60 minutes Flows and Capacity Leg Leg Names Bypass Type Flows (veh/hr) Arrival Flow Entry Bypass Opposing Flow Entry Bypass Exit Flow Capacity (veh/hr) Capacity Entry Bypass Average VCR Entry Bypass 1 Stucky None 349 152 241 1119 0.3160 2 Cottonwood None 289 175 326 1108 0.2641 3 Stucky None 136 285 179 1053 0.1306 4 Cottonwood None 170 223 198 1063 0.1618 Delays, Queues and Level of Service Leg Leg Names Bypass Type Average Delay (sec) Entry Bypass Leg 95% Queue (veh) Entry Bypass Level of Service Entry Bypass Leg 1 Stucky None 4.56 4.56 1.32 A A 2 Cottonwood None 4.29 4.29 1.02 A A 3 Stucky None 3.84 3.84 0.43 A A 4 Cottonwood None 3.90 3.90 0.54 A A HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 06/29/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 910 149 115 650 53 128 116 124 164 127 116 Future Volume (veh/h) 131 910 149 115 650 53 128 116 124 164 127 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 1856 1856 1856 1841 1841 1826 1870 1870 1885 1900 1900 Adj Flow Rate, veh/h 142 989 162 121 684 56 147 133 143 216 167 153 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.87 0.87 0.87 0.76 0.76 0.76 Percent Heavy Veh, % 6 3 3 3 4 4 5 2 2 1 0 0 Cap, veh/h 397 1464 240 265 1561 128 327 588 524 354 608 517 Arrive On Green 0.06 0.48 0.48 0.05 0.48 0.48 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1725 3026 495 1767 3273 268 1034 1777 1584 1111 1836 1562 Grp Volume(v), veh/h 142 576 575 121 365 375 147 133 143 216 164 156 Grp Sat Flow(s),veh/h/ln 1725 1763 1758 1767 1749 1792 1034 1777 1584 1111 1805 1593 Q Serve(g_s), s 5.0 30.0 30.1 4.2 16.6 16.6 14.8 6.5 8.0 21.3 8.0 8.7 Cycle Q Clear(g_c), s 5.0 30.0 30.1 4.2 16.6 16.6 23.5 6.5 8.0 29.3 8.0 8.7 Prop In Lane 1.00 0.28 1.00 0.15 1.00 1.00 1.00 0.98 Lane Grp Cap(c), veh/h 397 853 851 265 834 855 327 588 524 354 597 527 V/C Ratio(X) 0.36 0.68 0.68 0.46 0.44 0.44 0.45 0.23 0.27 0.61 0.27 0.30 Avail Cap(c_a), veh/h 468 853 851 453 834 855 327 588 524 354 597 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.69 0.69 0.84 0.84 0.84 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 15.5 23.7 23.8 19.1 20.7 20.8 38.5 29.0 29.5 40.3 29.6 29.8 Incr Delay (d2), s/veh 0.4 3.0 3.0 1.0 1.4 1.4 4.4 0.9 1.3 7.6 1.1 1.4 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 1.8 12.0 12.0 1.6 6.5 6.7 4.0 2.8 3.1 6.5 3.6 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 26.7 26.8 20.1 22.2 22.1 42.9 29.9 30.8 47.9 30.7 31.2 LnGrp LOS B C C C C C D C C D C C Approach Vol, veh/h 1293 861 423 536 Approach Delay, s/veh 25.5 21.9 34.7 37.8 Approach LOS C C C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 9.2 64.8 46.0 10.1 63.9 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 25.5 6.2 32.1 31.3 7.0 18.6 Green Ext Time (p_c), s 1.8 0.2 5.5 1.8 0.1 4.2 Intersection Summary HCM 6th Ctrl Delay 27.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 06/29/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 211 1100 657 143 256 217 Future Volume (veh/h) 211 1100 657 143 256 217 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1811 1870 1856 1870 1870 1856 Adj Flow Rate, veh/h 248 1294 722 157 320 271 Peak Hour Factor 0.85 0.85 0.91 0.91 0.80 0.80 Percent Heavy Veh, % 6 2 3 2 2 3 Cap, veh/h 476 2117 1564 703 402 355 Arrive On Green 0.11 0.60 0.44 0.44 0.23 0.23 Sat Flow, veh/h 1725 3647 3618 1585 1781 1572 Grp Volume(v), veh/h 248 1294 722 157 320 271 Grp Sat Flow(s),veh/h/ln 1725 1777 1763 1585 1781 1572 Q Serve(g_s), s 4.8 15.7 9.7 4.1 11.5 10.9 Cycle Q Clear(g_c), s 4.8 15.7 9.7 4.1 11.5 10.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 476 2117 1564 703 402 355 V/C Ratio(X) 0.52 0.61 0.46 0.22 0.80 0.76 Avail Cap(c_a), veh/h 927 2364 2345 1054 790 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.6 8.7 13.2 11.6 24.7 24.5 Incr Delay (d2), s/veh 0.9 0.4 0.2 0.2 3.7 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 3.8 3.2 0.0 4.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.5 9.1 13.4 11.8 28.4 28.0 LnGrp LOS A A B B C C Approach Vol, veh/h 1542 879 591 Approach Delay, s/veh 9.2 13.1 28.2 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 46.8 20.8 10.3 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 45.0 30.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 17.7 13.5 6.8 11.7 Green Ext Time (p_c), s 9.6 1.8 0.6 5.6 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 06/29/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 40 54 62 22 18 73 132 42 21 310 45 Future Volume (veh/h) 22 40 54 62 22 18 73 132 42 21 310 45 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 0.99 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 1752 1856 1856 1900 1826 1826 1826 1841 1841 1900 1856 1856 Adj Flow Rate, veh/h 33 60 81 63 22 18 80 145 46 26 378 55 Peak Hour Factor 0.67 0.67 0.67 0.99 0.99 0.99 0.91 0.91 0.91 0.82 0.82 0.82 Percent Heavy Veh, % 10 3 3 0 5 5 5 4 4 0 3 3 Cap, veh/h 334 120 162 262 154 126 685 1659 508 881 1946 281 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1281 716 966 1267 922 755 933 2636 808 1210 3092 446 Grp Volume(v), veh/h 33 0 141 63 0 40 80 94 97 26 214 219 Grp Sat Flow(s),veh/h/ln 1281 0 1682 1267 0 1677 933 1749 1695 1210 1763 1775 Q Serve(g_s), s 1.1 0.0 3.8 2.3 0.0 1.0 2.0 1.0 1.1 0.4 2.5 2.6 Cycle Q Clear(g_c), s 2.1 0.0 3.8 6.1 0.0 1.0 4.5 1.0 1.1 1.5 2.5 2.6 Prop In Lane 1.00 0.57 1.00 0.45 1.00 0.48 1.00 0.25 Lane Grp Cap(c), veh/h 334 0 281 262 0 281 685 1101 1067 881 1110 1118 V/C Ratio(X) 0.10 0.00 0.50 0.24 0.00 0.14 0.12 0.09 0.09 0.03 0.19 0.20 Avail Cap(c_a), veh/h 874 0 990 796 0 988 685 1101 1067 881 1110 1118 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 18.6 21.4 0.0 17.5 4.8 3.6 3.6 3.9 3.8 3.9 Incr Delay (d2), s/veh 0.1 0.0 1.4 0.5 0.0 0.2 0.3 0.2 0.2 0.1 0.4 0.4 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 0.3 0.0 1.4 0.7 0.0 0.4 0.3 0.2 0.3 0.1 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 20.0 21.9 0.0 17.7 5.2 3.7 3.8 3.9 4.2 4.2 LnGrp LOS B A C C A B A A A A A A Approach Vol, veh/h 174 103 271 459 Approach Delay, s/veh 19.7 20.3 4.2 4.2 Approach LOS B C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 36.0 13.2 36.0 13.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 29.0 31.0 29.0 Max Q Clear Time (g_c+I1), s 6.5 5.8 4.6 8.1 Green Ext Time (p_c), s 1.5 0.9 2.6 0.3 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 06/29/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 997 56 90 870 13 111 42 197 45 76 66 Future Volume (veh/h) 44 997 56 90 870 13 111 42 197 45 76 66 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 0.98 1.00 1.00 1.00 0.99 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 1752 1826 1826 1870 1841 1841 1826 1826 1885 1900 1900 1900 Adj Flow Rate, veh/h 46 1049 59 108 1048 16 135 51 240 58 97 85 Peak Hour Factor 0.95 0.95 0.95 0.83 0.83 0.83 0.82 0.82 0.82 0.78 0.78 0.78 Percent Heavy Veh, % 10 5 5 2 4 4 5 5 1 0 0 0 Cap, veh/h 249 1336 75 274 1510 23 263 86 603 98 155 105 Arrive On Green 0.03 0.40 0.40 0.06 0.43 0.43 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1668 3339 188 1781 3525 54 556 271 1598 112 492 331 Grp Volume(v), veh/h 46 545 563 108 520 544 186 0 240 240 0 0 Grp Sat Flow(s),veh/h/ln 1668 1735 1792 1781 1749 1830 827 0 1598 934 0 0 Q Serve(g_s), s 1.1 19.7 19.7 2.4 17.3 17.3 0.0 0.0 7.9 3.8 0.0 0.0 Cycle Q Clear(g_c), s 1.1 19.7 19.7 2.4 17.3 17.3 15.8 0.0 7.9 19.5 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.03 0.73 1.00 0.24 0.35 Lane Grp Cap(c), veh/h 249 694 717 274 749 784 348 0 603 358 0 0 V/C Ratio(X) 0.18 0.78 0.79 0.39 0.69 0.69 0.53 0.00 0.40 0.67 0.00 0.00 Avail Cap(c_a), veh/h 752 1211 1252 786 1221 1278 519 0 813 558 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.6 18.8 18.8 14.3 16.6 16.6 21.7 0.0 16.3 21.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 2.0 1.9 0.9 1.2 1.1 1.3 0.0 0.4 2.2 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.7 6.9 0.8 5.7 6.0 2.7 0.0 2.4 4.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 20.8 20.7 15.2 17.8 17.8 22.9 0.0 16.7 24.1 0.0 0.0 LnGrp LOS B C C B B B C A B C A A Approach Vol, veh/h 1154 1172 426 240 Approach Delay, s/veh 20.5 17.5 19.4 24.1 Approach LOS C B B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 29.1 7.4 35.0 29.1 5.4 37.1 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 17.8 4.4 21.7 21.5 3.1 19.3 Green Ext Time (p_c), s 1.7 0.2 7.0 1.0 0.1 6.6 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 6/29/2018 Future (2020) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 142 1151 121 740 147 276 216 320 v/c Ratio 0.36 0.74 0.47 0.47 0.46 0.24 0.61 0.28 Control Delay 13.7 30.4 17.2 24.0 37.6 14.2 42.4 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 30.4 17.2 24.0 37.6 14.2 42.4 15.7 Queue Length 50th (ft) 46 367 39 202 90 37 140 47 Queue Length 95th (ft) 77 487 67 266 150 66 181 62 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 422 1560 378 1566 317 1167 354 1153 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.74 0.32 0.47 0.46 0.24 0.61 0.28 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 6/29/2018 Future (2020) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 248 1294 722 157 320 271 v/c Ratio 0.48 0.61 0.53 0.22 0.74 0.52 Control Delay 10.1 12.3 21.6 4.6 38.3 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.1 12.3 21.6 4.6 38.3 13.1 Queue Length 50th (ft) 43 184 136 0 142 36 Queue Length 95th (ft) 98 306 250 42 213 81 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 708 3266 2043 988 687 718 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 0.35 0.40 0.35 0.16 0.47 0.38 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 6/29/2018 Future (2020) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 33 141 63 40 80 191 26 433 v/c Ratio 0.17 0.42 0.32 0.14 0.13 0.08 0.03 0.18 Control Delay 19.5 13.4 22.5 13.3 4.7 3.0 4.0 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 13.4 22.5 13.3 4.7 3.0 4.0 3.7 Queue Length 50th (ft) 8 15 16 5 7 6 2 19 Queue Length 95th (ft) 19 32 43 25 23 17 9 35 Internal Link Dist (ft) 420 1272 2567 737 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 729 1013 731 997 637 2380 846 2434 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.14 0.09 0.04 0.13 0.08 0.03 0.18 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 6/29/2018 Future (2020) AM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 46 1108 108 1064 186 240 240 v/c Ratio 0.15 0.75 0.36 0.61 0.64 0.33 0.57 Control Delay 8.7 23.5 11.0 18.4 39.1 14.9 30.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 23.5 11.0 18.4 39.1 14.9 30.6 Queue Length 50th (ft) 8 233 20 215 80 61 91 Queue Length 95th (ft) 26 389 47 310 163 128 168 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 350 250 Base Capacity (vph) 616 2196 646 2281 455 1082 643 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.50 0.17 0.47 0.41 0.22 0.37 Intersection Summary HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 06/29/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 1011 135 129 907 79 142 185 116 129 138 157 Future Volume (veh/h) 200 1011 135 129 907 79 142 185 116 129 138 157 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 0.99 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 1870 1885 1885 1900 1885 1885 1841 1870 1870 1900 1885 1885 Adj Flow Rate, veh/h 200 1011 135 154 1080 94 142 185 116 129 138 157 Peak Hour Factor 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 1 1 0 1 1 4 2 2 0 1 1 Cap, veh/h 291 1502 200 287 1533 133 334 708 422 349 592 521 Arrive On Green 0.08 0.47 0.47 0.06 0.46 0.46 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 3175 424 1810 3334 290 1067 2140 1276 1095 1791 1576 Grp Volume(v), veh/h 200 570 576 154 580 594 142 152 149 129 138 157 Grp Sat Flow(s),veh/h/ln 1781 1791 1808 1810 1791 1833 1067 1777 1639 1095 1791 1576 Q Serve(g_s), s 7.0 29.5 29.6 5.3 31.0 31.1 13.7 7.5 8.0 11.8 6.7 8.9 Cycle Q Clear(g_c), s 7.0 29.5 29.6 5.3 31.0 31.1 22.6 7.5 8.0 19.8 6.7 8.9 Prop In Lane 1.00 0.23 1.00 0.16 1.00 0.78 1.00 1.00 Lane Grp Cap(c), veh/h 291 847 855 287 824 843 334 588 542 349 592 521 V/C Ratio(X) 0.69 0.67 0.67 0.54 0.70 0.70 0.43 0.26 0.27 0.37 0.23 0.30 Avail Cap(c_a), veh/h 334 847 855 459 824 843 334 588 542 349 592 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.56 0.56 0.56 0.65 0.65 0.65 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 21.4 24.4 24.5 19.7 25.9 25.9 38.2 29.4 29.6 36.9 29.1 29.8 Incr Delay (d2), s/veh 2.8 2.4 2.4 1.0 3.3 3.2 3.9 1.1 1.3 3.0 0.9 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 2.8 11.9 12.0 2.1 12.8 13.1 3.8 3.2 3.2 3.4 3.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.2 26.9 26.9 20.7 29.2 29.1 42.2 30.4 30.8 39.8 30.0 31.3 LnGrp LOS C C C C C C D C C D C C Approach Vol, veh/h 1346 1328 443 424 Approach Delay, s/veh 26.5 28.2 34.3 33.5 Approach LOS C C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 10.5 63.5 46.0 12.1 61.9 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 24.6 7.3 31.6 21.8 9.0 33.1 Green Ext Time (p_c), s 1.9 0.3 5.5 2.1 0.1 6.6 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 06/29/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 191 1107 1157 270 190 190 Future Volume (veh/h) 191 1107 1157 270 190 190 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1885 1870 1885 1885 1885 1870 Adj Flow Rate, veh/h 199 1153 1218 284 207 207 Peak Hour Factor 0.96 0.96 0.95 0.95 0.92 0.92 Percent Heavy Veh, % 1 2 1 1 1 2 Cap, veh/h 353 2222 1754 778 318 281 Arrive On Green 0.09 0.63 0.49 0.49 0.18 0.18 Sat Flow, veh/h 1795 3647 3676 1588 1795 1585 Grp Volume(v), veh/h 199 1153 1218 284 207 207 Grp Sat Flow(s),veh/h/ln 1795 1777 1791 1588 1795 1585 Q Serve(g_s), s 3.0 11.0 16.1 6.8 6.6 7.6 Cycle Q Clear(g_c), s 3.0 11.0 16.1 6.8 6.6 7.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 353 2222 1754 778 318 281 V/C Ratio(X) 0.56 0.52 0.69 0.37 0.65 0.74 Avail Cap(c_a), veh/h 1076 3189 3214 1425 1172 1034 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.8 6.4 12.1 9.7 23.4 23.9 Incr Delay (d2), s/veh 1.4 0.2 0.5 0.3 2.2 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.1 4.9 7.4 2.8 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 6.6 12.6 10.0 25.7 27.6 LnGrp LOS B A B B C C Approach Vol, veh/h 1352 1502 414 Approach Delay, s/veh 7.4 12.1 26.6 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 44.8 16.5 8.3 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 55.0 40.0 30.0 55.0 Max Q Clear Time (g_c+I1), s 13.0 9.6 5.0 18.1 Green Ext Time (p_c), s 9.0 1.3 0.5 11.9 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 06/29/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 23 24 42 30 78 48 399 102 35 244 29 Future Volume (veh/h) 44 23 24 42 30 78 48 399 102 35 244 29 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 1900 1900 1900 1900 1900 1900 1870 1885 1885 1900 1870 1870 Adj Flow Rate, veh/h 47 24 26 42 30 78 53 443 113 44 309 37 Peak Hour Factor 0.94 0.94 0.94 1.00 1.00 1.00 0.90 0.90 0.90 0.79 0.79 0.79 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 1 0 2 2 Cap, veh/h 311 121 131 363 68 176 751 1640 415 632 1854 220 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1306 834 903 1376 467 1214 1035 2830 716 866 3199 380 Grp Volume(v), veh/h 47 0 50 42 0 108 53 279 277 44 170 176 Grp Sat Flow(s),veh/h/ln 1306 0 1737 1376 0 1681 1035 1791 1756 866 1777 1802 Q Serve(g_s), s 1.2 0.0 0.9 1.0 0.0 2.1 0.9 2.8 2.9 1.0 1.6 1.6 Cycle Q Clear(g_c), s 3.4 0.0 0.9 1.9 0.0 2.1 2.6 2.8 2.9 3.8 1.6 1.6 Prop In Lane 1.00 0.52 1.00 0.72 1.00 0.41 1.00 0.21 Lane Grp Cap(c), veh/h 311 0 251 363 0 243 751 1038 1017 632 1030 1044 V/C Ratio(X) 0.15 0.00 0.20 0.12 0.00 0.44 0.07 0.27 0.27 0.07 0.17 0.17 Avail Cap(c_a), veh/h 1167 0 1390 1265 0 1345 751 1038 1017 632 1030 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 13.7 14.5 0.0 14.2 4.1 3.8 3.8 4.8 3.5 3.6 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.1 0.0 1.3 0.2 0.6 0.7 0.2 0.3 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 0.3 0.0 0.3 0.3 0.0 0.7 0.1 0.6 0.6 0.1 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 14.0 14.6 0.0 15.4 4.3 4.4 4.5 5.0 3.9 3.9 LnGrp LOS B A B B A B A A A A A A Approach Vol, veh/h 97 150 609 390 Approach Delay, s/veh 15.0 15.2 4.4 4.0 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.0 10.2 26.0 10.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 29.0 21.0 29.0 Max Q Clear Time (g_c+I1), s 4.9 5.4 5.8 4.1 Green Ext Time (p_c), s 3.2 0.4 1.9 0.7 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 06/29/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 1284 92 194 1110 28 98 52 141 29 80 44 Future Volume (veh/h) 74 1284 92 194 1110 28 98 52 141 29 80 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 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 1900 1870 1870 1885 1870 1870 1870 1870 1900 1885 1885 1885 Adj Flow Rate, veh/h 81 1411 101 200 1144 29 103 55 148 29 80 44 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Percent Heavy Veh, % 0 2 2 1 2 2 2 2 0 1 1 1 Cap, veh/h 343 1736 124 300 1956 50 208 94 423 75 138 62 Arrive On Green 0.04 0.52 0.52 0.08 0.55 0.55 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 3359 239 1795 3539 90 685 509 1584 88 743 335 Grp Volume(v), veh/h 81 744 768 200 574 599 158 0 148 153 0 0 Grp Sat Flow(s),veh/h/ln 1810 1777 1821 1795 1777 1852 1194 0 1584 1167 0 0 Q Serve(g_s), s 1.5 25.4 25.8 3.5 15.6 15.6 0.0 0.0 5.5 0.7 0.0 0.0 Cycle Q Clear(g_c), s 1.5 25.4 25.8 3.5 15.6 15.6 9.7 0.0 5.5 10.4 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.05 0.65 1.00 0.19 0.29 Lane Grp Cap(c), veh/h 343 918 941 300 982 1024 303 0 423 275 0 0 V/C Ratio(X) 0.24 0.81 0.82 0.67 0.58 0.58 0.52 0.00 0.35 0.56 0.00 0.00 Avail Cap(c_a), veh/h 857 1215 1246 770 1215 1267 662 0 822 683 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.8 14.7 14.8 14.9 10.8 10.8 27.9 0.0 21.7 26.8 0.0 0.0 Incr Delay (d2), s/veh 0.3 3.2 3.3 2.6 0.6 0.5 1.4 0.0 0.5 1.8 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 8.2 8.6 1.6 4.4 4.6 2.6 0.0 1.8 2.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 17.8 18.0 17.4 11.4 11.3 29.3 0.0 22.2 28.6 0.0 0.0 LnGrp LOS A B B B B B C A C C A A Approach Vol, veh/h 1593 1373 306 153 Approach Delay, s/veh 17.5 12.2 25.9 28.6 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.1 8.9 44.2 20.1 6.2 46.8 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 11.7 5.5 27.8 12.4 3.5 17.6 Green Ext Time (p_c), s 1.4 0.5 10.0 0.8 0.2 7.7 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 6/29/2018 Future (2020) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 200 1146 154 1174 142 301 129 295 v/c Ratio 0.76 0.74 0.56 0.75 0.43 0.25 0.38 0.25 Control Delay 37.5 31.5 19.7 31.4 36.2 18.3 34.7 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 31.5 19.7 31.4 36.2 18.3 34.7 13.9 Queue Length 50th (ft) 67 371 50 393 85 53 76 38 Queue Length 95th (ft) #183 496 76 430 148 88 134 73 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 400 110 Base Capacity (vph) 275 1553 385 1570 334 1183 343 1174 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.74 0.40 0.75 0.43 0.25 0.38 0.25 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2: Huffine Ln & Ferguson Ave 6/29/2018 Future (2020) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 199 1153 1218 284 207 207 v/c Ratio 0.48 0.49 0.74 0.33 0.62 0.47 Control Delay 12.9 8.1 23.4 3.3 44.3 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.9 8.1 23.4 3.3 44.3 12.1 Queue Length 50th (ft) 30 142 275 1 103 12 Queue Length 95th (ft) 108 234 464 48 222 84 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 712 3271 2339 1097 843 847 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 0.28 0.35 0.52 0.26 0.25 0.24 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 6/29/2018 Future (2020) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 50 42 108 53 556 44 346 v/c Ratio 0.21 0.16 0.18 0.30 0.08 0.24 0.08 0.15 Control Delay 15.6 9.8 15.0 8.5 4.8 4.2 4.9 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 9.8 15.0 8.5 4.8 4.2 4.9 4.0 Queue Length 50th (ft) 9 4 8 5 4 22 3 14 Queue Length 95th (ft) 27 22 25 32 16 46 12 25 Internal Link Dist (ft) 420 1272 2567 737 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 951 1245 998 1251 661 2278 551 2286 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.04 0.04 0.09 0.08 0.24 0.08 0.15 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 6/29/2018 Future (2020) PM Peak 7/7/2017 Baseline Synchro 8 Report Page 4 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 81 1512 200 1173 158 148 153 v/c Ratio 0.23 0.81 0.68 0.56 0.70 0.26 0.50 Control Delay 7.3 25.0 29.9 14.4 53.8 16.6 37.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.3 25.0 29.9 14.4 53.8 16.6 37.3 Queue Length 50th (ft) 12 367 59 217 89 47 74 Queue Length 95th (ft) 34 #708 151 362 169 88 144 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 350 250 Base Capacity (vph) 637 1859 536 2106 424 792 563 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.81 0.37 0.56 0.37 0.19 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 841 97 65 601 49 107 102 103 152 98 107 Future Volume (veh/h) 121 841 97 65 601 49 107 102 103 152 98 107 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 1856 1811 1856 1841 1870 1826 1870 1870 1885 1900 1900 Adj Flow Rate, veh/h 132 914 105 68 633 52 123 117 118 200 129 141 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.87 0.87 0.87 0.76 0.76 0.76 Percent Heavy Veh, % 6 3 6 3 4 2 5 2 2 1 0 0 Cap, veh/h 423 1757 755 303 1682 762 348 588 524 380 597 525 Arrive On Green 0.05 0.50 0.50 0.04 0.48 0.48 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1725 3526 1514 1767 3497 1584 1082 1777 1584 1154 1805 1588 Grp Volume(v), veh/h 132 914 105 68 633 52 123 117 118 200 129 141 Grp Sat Flow(s),veh/h/ln 1725 1763 1514 1767 1749 1584 1082 1777 1584 1154 1805 1588 Q Serve(g_s), s 4.5 21.1 4.5 2.3 13.8 2.1 11.3 5.7 6.5 18.2 6.2 7.8 Cycle Q Clear(g_c), s 4.5 21.1 4.5 2.3 13.8 2.1 19.1 5.7 6.5 24.7 6.2 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 423 1757 755 303 1682 762 348 588 524 380 597 525 V/C Ratio(X) 0.31 0.52 0.14 0.22 0.38 0.07 0.35 0.20 0.23 0.53 0.22 0.27 Avail Cap(c_a), veh/h 501 1757 755 517 1682 762 348 588 524 380 597 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.78 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.6 20.4 16.2 16.2 19.7 16.7 36.5 28.8 29.0 37.9 28.9 29.5 Incr Delay (d2), s/veh 0.3 0.9 0.3 0.3 0.6 0.2 2.8 0.8 1.0 5.2 0.8 1.3 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 1.6 8.0 1.5 0.9 5.3 0.7 3.1 2.4 2.5 5.6 2.8 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.9 21.2 16.5 16.5 20.3 16.9 39.3 29.5 30.0 43.1 29.8 30.7 LnGrp LOS B C B B C B D C C D C C Approach Vol, veh/h 1151 753 358 470 Approach Delay, s/veh 20.1 19.7 33.1 35.7 Approach LOS C B C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 7.5 66.5 46.0 9.6 64.4 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 21.1 4.3 23.1 26.7 6.5 15.8 Green Ext Time (p_c), s 1.6 0.1 6.1 1.9 0.1 4.2 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 192 1008 576 132 237 190 Future Volume (veh/h) 192 1008 576 132 237 190 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1811 1870 1856 1870 1870 1856 Adj Flow Rate, veh/h 226 1186 633 145 296 238 Peak Hour Factor 0.85 0.85 0.91 0.91 0.80 0.80 Percent Heavy Veh, % 6 2 3 2 2 3 Cap, veh/h 509 2144 1615 726 378 333 Arrive On Green 0.10 0.60 0.46 0.46 0.21 0.21 Sat Flow, veh/h 1725 3647 3618 1585 1781 1572 Grp Volume(v), veh/h 226 1186 633 145 296 238 Grp Sat Flow(s),veh/h/ln 1725 1777 1763 1585 1781 1572 Q Serve(g_s), s 4.1 13.0 7.8 3.6 10.3 9.2 Cycle Q Clear(g_c), s 4.1 13.0 7.8 3.6 10.3 9.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 509 2144 1615 726 378 333 V/C Ratio(X) 0.44 0.55 0.39 0.20 0.78 0.71 Avail Cap(c_a), veh/h 996 2442 2422 1089 816 720 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 7.5 7.7 11.7 10.6 24.4 24.0 Incr Delay (d2), s/veh 0.6 0.2 0.2 0.1 3.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.9 2.5 4.1 4.4 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.1 8.0 11.9 10.7 28.0 26.8 LnGrp LOS A A B B C C Approach Vol, veh/h 1412 778 534 Approach Delay, s/veh 8.0 11.7 27.5 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 19.5 9.5 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 45.0 30.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 15.0 12.3 6.1 9.8 Green Ext Time (p_c), s 8.7 1.6 0.5 4.8 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 890 52 81 796 11 103 39 177 38 70 61 Future Volume (veh/h) 41 890 52 81 796 11 103 39 177 38 70 61 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 0.98 1.00 1.00 1.00 0.99 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 1752 1826 1781 1870 1841 1841 1826 1826 1885 1900 1900 1900 Adj Flow Rate, veh/h 43 937 55 98 959 13 126 48 216 49 90 78 Peak Hour Factor 0.95 0.95 0.95 0.83 0.83 0.83 0.82 0.82 0.82 0.78 0.78 0.78 Percent Heavy Veh, % 10 5 8 2 4 4 5 5 1 0 0 0 Cap, veh/h 309 1444 628 353 1586 21 275 89 510 105 154 104 Arrive On Green 0.03 0.42 0.42 0.07 0.45 0.45 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1668 3469 1510 1781 3532 48 681 351 1598 123 609 411 Grp Volume(v), veh/h 43 937 55 98 475 497 174 0 216 217 0 0 Grp Sat Flow(s),veh/h/ln 1668 1735 1510 1781 1749 1831 1032 0 1598 1143 0 0 Q Serve(g_s), s 0.9 13.0 1.3 1.8 12.3 12.3 0.0 0.0 6.4 2.1 0.0 0.0 Cycle Q Clear(g_c), s 0.9 13.0 1.3 1.8 12.3 12.3 9.8 0.0 6.4 11.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.72 1.00 0.23 0.36 Lane Grp Cap(c), veh/h 309 1444 628 353 785 822 364 0 510 362 0 0 V/C Ratio(X) 0.14 0.65 0.09 0.28 0.60 0.60 0.48 0.00 0.42 0.60 0.00 0.00 Avail Cap(c_a), veh/h 918 2887 1257 975 1455 1524 733 0 958 797 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.3 14.0 10.6 9.9 12.5 12.5 20.2 0.0 16.1 20.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.5 0.1 0.4 0.8 0.7 1.0 0.0 0.6 1.6 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.8 0.3 0.5 3.5 3.7 2.1 0.0 1.9 2.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.5 14.5 10.7 10.3 13.3 13.2 21.1 0.0 16.7 21.7 0.0 0.0 LnGrp LOS B B B B B B C A B C A A Approach Vol, veh/h 1035 1070 390 217 Approach Delay, s/veh 14.2 13.0 18.7 21.7 Approach LOS B B B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 21.6 7.0 31.4 21.6 5.0 33.4 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 11.8 3.8 15.0 13.9 2.9 14.3 Green Ext Time (p_c), s 1.8 0.2 6.8 1.2 0.1 6.0 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 132 914 105 68 633 52 123 235 200 270 v/c Ratio 0.30 0.53 0.13 0.21 0.40 0.07 0.36 0.20 0.53 0.24 Control Delay 12.8 23.3 3.8 12.2 22.9 4.8 34.2 14.5 38.9 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 23.3 3.8 12.2 22.9 4.8 34.2 14.5 38.9 14.1 Queue Length 50th (ft) 43 257 0 21 167 0 72 33 125 36 Queue Length 95th (ft) 72 330 31 41 224 21 123 60 165 51 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 300 300 400 110 Base Capacity (vph) 462 1711 787 469 1583 753 345 1154 376 1133 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 0.29 0.53 0.13 0.14 0.40 0.07 0.36 0.20 0.53 0.24 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 226 1186 633 145 296 238 v/c Ratio 0.40 0.55 0.45 0.20 0.72 0.48 Control Delay 8.3 10.8 19.1 4.4 37.3 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 10.8 19.1 4.4 37.3 11.6 Queue Length 50th (ft) 36 153 110 0 128 26 Queue Length 95th (ft) 81 246 197 38 188 65 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 758 3345 2118 1014 713 733 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 0.30 0.35 0.30 0.14 0.42 0.32 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Existing (2018) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 43 937 55 98 972 174 216 217 v/c Ratio 0.12 0.66 0.08 0.27 0.58 0.58 0.29 0.53 Control Delay 8.1 20.6 4.8 9.2 17.5 32.5 10.8 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 20.6 4.8 9.2 17.5 32.5 10.8 26.2 Queue Length 50th (ft) 6 162 0 15 167 61 38 66 Queue Length 95th (ft) 25 304 21 43 274 132 89 131 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 300 350 250 Base Capacity (vph) 680 2567 1131 730 2559 547 1148 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.37 0.05 0.13 0.38 0.32 0.19 0.30 Intersection Summary HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 935 106 101 839 73 84 149 59 119 119 145 Future Volume (veh/h) 185 935 106 101 839 73 84 149 59 119 119 145 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 0.99 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 1870 1885 1841 1900 1885 1900 1841 1870 1870 1900 1885 1885 Adj Flow Rate, veh/h 185 935 106 120 999 87 84 149 59 119 119 145 Peak Hour Factor 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 1 4 0 1 0 4 2 2 0 1 1 Cap, veh/h 320 1734 754 320 1667 748 349 833 316 402 592 521 Arrive On Green 0.07 0.48 0.48 0.05 0.47 0.47 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 3582 1558 1810 3582 1608 1097 2517 957 1192 1791 1576 Grp Volume(v), veh/h 185 935 106 120 999 87 84 103 105 119 119 145 Grp Sat Flow(s),veh/h/ln 1781 1791 1558 1810 1791 1608 1097 1777 1697 1192 1791 1576 Q Serve(g_s), s 6.3 21.9 4.5 4.1 24.8 3.7 7.3 5.0 5.3 9.5 5.7 8.1 Cycle Q Clear(g_c), s 6.3 21.9 4.5 4.1 24.8 3.7 15.5 5.0 5.3 14.8 5.7 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 320 1734 754 320 1667 748 349 588 561 402 592 521 V/C Ratio(X) 0.58 0.54 0.14 0.38 0.60 0.12 0.24 0.18 0.19 0.30 0.20 0.28 Avail Cap(c_a), veh/h 372 1734 754 513 1667 748 349 588 561 402 592 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.63 0.63 0.63 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 21.6 17.1 17.0 23.8 18.1 35.3 28.5 28.6 33.9 28.8 29.6 Incr Delay (d2), s/veh 1.0 0.8 0.2 0.5 1.1 0.2 1.6 0.7 0.7 1.9 0.8 1.3 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 2.4 8.5 1.6 1.6 9.8 1.3 2.1 2.1 2.2 2.9 2.6 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 22.4 17.4 17.6 24.9 18.3 36.9 29.2 29.4 35.8 29.5 30.9 LnGrp LOS B C B B C B D C C D C C Approach Vol, veh/h 1226 1206 292 383 Approach Delay, s/veh 21.5 23.7 31.5 32.0 Approach LOS C C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 9.2 64.8 46.0 11.4 62.6 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 17.5 6.1 23.9 16.8 8.3 26.8 Green Ext Time (p_c), s 1.3 0.2 6.1 1.9 0.2 6.9 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 165 987 1056 250 176 171 Future Volume (veh/h) 165 987 1056 250 176 171 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1885 1870 1885 1885 1885 1870 Adj Flow Rate, veh/h 172 1028 1112 263 191 186 Peak Hour Factor 0.96 0.96 0.95 0.95 0.92 0.92 Percent Heavy Veh, % 1 2 1 1 1 2 Cap, veh/h 374 2249 1803 799 295 260 Arrive On Green 0.08 0.63 0.50 0.50 0.16 0.16 Sat Flow, veh/h 1795 3647 3676 1588 1795 1585 Grp Volume(v), veh/h 172 1028 1112 263 191 186 Grp Sat Flow(s),veh/h/ln 1795 1777 1791 1588 1795 1585 Q Serve(g_s), s 2.4 8.9 13.3 5.9 5.9 6.6 Cycle Q Clear(g_c), s 2.4 8.9 13.3 5.9 5.9 6.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 374 2249 1803 799 295 260 V/C Ratio(X) 0.46 0.46 0.62 0.33 0.65 0.71 Avail Cap(c_a), veh/h 1136 3280 3306 1466 1205 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.3 5.7 10.7 8.8 23.3 23.6 Incr Delay (d2), s/veh 0.9 0.1 0.3 0.2 2.4 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.5 3.8 6.6 2.5 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.2 5.8 11.0 9.0 25.7 27.2 LnGrp LOS A A B A C C Approach Vol, veh/h 1200 1375 377 Approach Delay, s/veh 6.3 10.6 26.4 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 44.2 15.4 7.7 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 55.0 40.0 30.0 55.0 Max Q Clear Time (g_c+I1), s 10.9 8.6 4.4 15.3 Green Ext Time (p_c), s 7.6 1.2 0.4 10.6 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 1173 85 173 990 21 91 48 128 25 74 41 Future Volume (veh/h) 68 1173 85 173 990 21 91 48 128 25 74 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 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 1900 1870 1885 1885 1870 1870 1870 1870 1900 1885 1885 1885 Adj Flow Rate, veh/h 75 1289 93 178 1021 22 96 51 135 25 74 41 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Percent Heavy Veh, % 0 2 1 1 2 2 2 2 0 1 1 1 Cap, veh/h 393 1759 774 348 1878 40 236 95 379 90 135 64 Arrive On Green 0.05 0.50 0.50 0.08 0.53 0.53 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1810 3554 1564 1795 3555 77 867 608 1583 122 863 408 Grp Volume(v), veh/h 75 1289 93 178 510 533 147 0 135 140 0 0 Grp Sat Flow(s),veh/h/ln 1810 1777 1564 1795 1777 1855 1475 0 1583 1392 0 0 Q Serve(g_s), s 1.2 17.1 1.9 2.7 11.3 11.3 0.0 0.0 4.2 0.8 0.0 0.0 Cycle Q Clear(g_c), s 1.2 17.1 1.9 2.7 11.3 11.3 5.4 0.0 4.2 6.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.65 1.00 0.18 0.29 Lane Grp Cap(c), veh/h 393 1759 774 348 938 980 332 0 379 290 0 0 V/C Ratio(X) 0.19 0.73 0.12 0.51 0.54 0.54 0.44 0.00 0.36 0.48 0.00 0.00 Avail Cap(c_a), veh/h 1036 2985 1314 957 1492 1558 877 0 981 912 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.3 11.9 8.1 10.4 9.3 9.3 23.4 0.0 18.9 23.2 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.6 0.1 1.2 0.5 0.5 0.9 0.0 0.6 1.2 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 4.5 0.4 0.6 2.8 3.0 1.9 0.0 1.3 1.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.6 12.5 8.1 11.6 9.8 9.8 24.3 0.0 19.5 24.4 0.0 0.0 LnGrp LOS A B A B A A C A B C A A Approach Vol, veh/h 1457 1221 282 140 Approach Delay, s/veh 12.0 10.0 22.0 24.4 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 15.8 7.8 35.9 15.8 5.8 37.8 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 7.4 4.7 19.1 8.2 3.2 13.3 Green Ext Time (p_c), s 1.3 0.4 10.4 0.8 0.1 6.6 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 185 935 106 120 999 87 84 208 119 264 v/c Ratio 0.59 0.57 0.14 0.36 0.63 0.11 0.24 0.18 0.31 0.23 Control Delay 19.4 25.6 4.1 14.1 27.8 4.5 31.5 21.5 32.6 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.4 25.6 4.1 14.1 27.8 4.5 31.5 21.5 32.6 13.3 Queue Length 50th (ft) 62 271 0 38 308 0 47 44 68 33 Queue Length 95th (ft) 98 351 33 61 348 25 90 73 121 65 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 300 300 400 110 Base Capacity (vph) 331 1647 762 461 1598 770 352 1157 390 1163 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 0.56 0.57 0.14 0.26 0.63 0.11 0.24 0.18 0.31 0.23 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 172 1028 1112 263 191 186 v/c Ratio 0.41 0.45 0.69 0.32 0.54 0.41 Control Delay 8.0 8.3 21.5 3.4 37.0 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 8.3 21.5 3.4 37.0 9.2 Queue Length 50th (ft) 23 110 209 0 77 4 Queue Length 95th (ft) 68 229 421 47 192 64 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 779 3365 2560 1169 931 908 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 0.22 0.31 0.43 0.22 0.21 0.20 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Existing (2018) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 75 1289 93 178 1043 147 135 140 v/c Ratio 0.19 0.77 0.12 0.54 0.54 0.56 0.23 0.42 Control Delay 6.4 21.9 4.2 15.7 14.2 41.1 14.8 32.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.4 21.9 4.2 15.7 14.2 41.1 14.8 32.2 Queue Length 50th (ft) 10 261 1 26 177 67 33 55 Queue Length 95th (ft) 30 463 29 99 287 152 81 130 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 300 350 250 Base Capacity (vph) 729 2297 1047 650 2397 570 917 692 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.56 0.09 0.27 0.44 0.26 0.15 0.20 Intersection Summary HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 910 149 115 650 53 128 116 124 164 127 116 Future Volume (veh/h) 131 910 149 115 650 53 128 116 124 164 127 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 1856 1811 1856 1841 1870 1826 1870 1870 1885 1900 1900 Adj Flow Rate, veh/h 142 989 162 121 684 56 147 133 143 216 167 153 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.87 0.87 0.87 0.76 0.76 0.76 Percent Heavy Veh, % 6 3 6 3 4 2 5 2 2 1 0 0 Cap, veh/h 405 1706 732 289 1668 756 327 588 524 354 608 517 Arrive On Green 0.06 0.48 0.48 0.05 0.48 0.48 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1725 3526 1514 1767 3497 1584 1034 1777 1584 1111 1836 1562 Grp Volume(v), veh/h 142 989 162 121 684 56 147 133 143 216 164 156 Grp Sat Flow(s),veh/h/ln 1725 1763 1514 1767 1749 1584 1034 1777 1584 1111 1805 1593 Q Serve(g_s), s 5.0 24.2 7.4 4.2 15.3 2.3 14.8 6.5 8.0 21.3 8.0 8.7 Cycle Q Clear(g_c), s 5.0 24.2 7.4 4.2 15.3 2.3 23.5 6.5 8.0 29.3 8.0 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Lane Grp Cap(c), veh/h 405 1706 732 289 1668 756 327 588 524 354 597 527 V/C Ratio(X) 0.35 0.58 0.22 0.42 0.41 0.07 0.45 0.23 0.27 0.61 0.27 0.30 Avail Cap(c_a), veh/h 476 1706 732 477 1668 756 327 588 524 354 597 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 0.84 0.84 0.84 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 15.3 22.2 17.9 17.3 20.4 17.0 38.5 29.0 29.5 40.3 29.6 29.8 Incr Delay (d2), s/veh 0.4 1.0 0.5 0.8 0.6 0.2 4.4 0.9 1.3 7.6 1.1 1.4 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 1.8 9.3 2.5 1.6 5.8 0.8 4.0 2.8 3.1 6.5 3.6 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 23.3 18.4 18.1 21.0 17.2 42.9 29.9 30.8 47.9 30.7 31.2 LnGrp LOS B C B B C B D C C D C C Approach Vol, veh/h 1293 861 423 536 Approach Delay, s/veh 21.8 20.4 34.7 37.8 Approach LOS C C C D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 9.2 64.8 46.0 10.1 63.9 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 25.5 6.2 26.2 31.3 7.0 17.3 Green Ext Time (p_c), s 1.8 0.2 6.5 1.8 0.1 4.6 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 211 1100 657 143 256 217 Future Volume (veh/h) 211 1100 657 143 256 217 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 1811 1870 1856 1870 1870 1856 Adj Flow Rate, veh/h 248 1294 722 157 320 271 Peak Hour Factor 0.85 0.85 0.91 0.91 0.80 0.80 Percent Heavy Veh, % 6 2 3 2 2 3 Cap, veh/h 476 2117 1564 703 402 355 Arrive On Green 0.11 0.60 0.44 0.44 0.23 0.23 Sat Flow, veh/h 1725 3647 3618 1585 1781 1572 Grp Volume(v), veh/h 248 1294 722 157 320 271 Grp Sat Flow(s),veh/h/ln 1725 1777 1763 1585 1781 1572 Q Serve(g_s), s 4.8 15.7 9.7 4.1 11.5 10.9 Cycle Q Clear(g_c), s 4.8 15.7 9.7 4.1 11.5 10.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 476 2117 1564 703 402 355 V/C Ratio(X) 0.52 0.61 0.46 0.22 0.80 0.76 Avail Cap(c_a), veh/h 927 2364 2345 1054 790 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.6 8.7 13.2 11.6 24.7 24.5 Incr Delay (d2), s/veh 0.9 0.4 0.2 0.2 3.7 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 3.8 3.2 0.0 4.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.5 9.1 13.4 11.8 28.4 28.0 LnGrp LOS A A B B C C Approach Vol, veh/h 1542 879 591 Approach Delay, s/veh 9.2 13.1 28.2 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 46.8 20.8 10.3 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 45.0 30.0 25.0 45.0 Max Q Clear Time (g_c+I1), s 17.7 13.5 6.8 11.7 Green Ext Time (p_c), s 9.6 1.8 0.6 5.6 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 40 54 62 22 18 73 132 42 21 310 45 Future Volume (veh/h) 22 40 54 62 22 18 73 132 42 21 310 45 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 0.99 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 1752 1856 1856 1900 1826 1826 1826 1841 1841 1900 1856 1856 Adj Flow Rate, veh/h 33 60 81 63 22 18 80 145 46 26 378 55 Peak Hour Factor 0.67 0.67 0.67 0.99 0.99 0.99 0.91 0.91 0.91 0.82 0.82 0.82 Percent Heavy Veh, % 10 3 3 0 5 5 5 4 4 0 3 3 Cap, veh/h 334 120 162 262 154 126 685 1659 508 881 1946 281 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1281 716 966 1267 922 755 933 2636 808 1210 3092 446 Grp Volume(v), veh/h 33 0 141 63 0 40 80 94 97 26 214 219 Grp Sat Flow(s),veh/h/ln 1281 0 1682 1267 0 1677 933 1749 1695 1210 1763 1775 Q Serve(g_s), s 1.1 0.0 3.8 2.3 0.0 1.0 2.0 1.0 1.1 0.4 2.5 2.6 Cycle Q Clear(g_c), s 2.1 0.0 3.8 6.1 0.0 1.0 4.5 1.0 1.1 1.5 2.5 2.6 Prop In Lane 1.00 0.57 1.00 0.45 1.00 0.48 1.00 0.25 Lane Grp Cap(c), veh/h 334 0 281 262 0 281 685 1101 1067 881 1110 1118 V/C Ratio(X) 0.10 0.00 0.50 0.24 0.00 0.14 0.12 0.09 0.09 0.03 0.19 0.20 Avail Cap(c_a), veh/h 874 0 990 796 0 988 685 1101 1067 881 1110 1118 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 0.0 18.6 21.4 0.0 17.5 4.8 3.6 3.6 3.9 3.8 3.9 Incr Delay (d2), s/veh 0.1 0.0 1.4 0.5 0.0 0.2 0.3 0.2 0.2 0.1 0.4 0.4 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 0.3 0.0 1.4 0.7 0.0 0.4 0.3 0.2 0.3 0.1 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 20.0 21.9 0.0 17.7 5.2 3.7 3.8 3.9 4.2 4.2 LnGrp LOS B A C C A B A A A A A A Approach Vol, veh/h 174 103 271 459 Approach Delay, s/veh 19.7 20.3 4.2 4.2 Approach LOS B C A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 36.0 13.2 36.0 13.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 29.0 31.0 29.0 Max Q Clear Time (g_c+I1), s 6.5 5.8 4.6 8.1 Green Ext Time (p_c), s 1.5 0.9 2.6 0.3 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 997 56 90 870 13 111 42 197 45 76 66 Future Volume (veh/h) 44 997 56 90 870 13 111 42 197 45 76 66 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 0.98 1.00 1.00 1.00 0.99 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 1752 1826 1781 1870 1841 1841 1826 1826 1885 1900 1900 1900 Adj Flow Rate, veh/h 46 1049 59 108 1048 16 135 51 240 58 97 85 Peak Hour Factor 0.95 0.95 0.95 0.83 0.83 0.83 0.82 0.82 0.82 0.78 0.78 0.78 Percent Heavy Veh, % 10 5 8 2 4 4 5 5 1 0 0 0 Cap, veh/h 251 1383 602 285 1507 23 265 86 597 99 157 105 Arrive On Green 0.03 0.40 0.40 0.06 0.43 0.43 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1668 3469 1510 1781 3525 54 568 278 1598 113 504 339 Grp Volume(v), veh/h 46 1049 59 108 520 544 186 0 240 240 0 0 Grp Sat Flow(s),veh/h/ln 1668 1735 1510 1781 1749 1830 845 0 1598 956 0 0 Q Serve(g_s), s 1.1 18.2 1.7 2.4 16.9 16.9 0.0 0.0 7.7 3.6 0.0 0.0 Cycle Q Clear(g_c), s 1.1 18.2 1.7 2.4 16.9 16.9 15.1 0.0 7.7 18.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.73 1.00 0.24 0.35 Lane Grp Cap(c), veh/h 251 1383 602 285 748 782 352 0 597 361 0 0 V/C Ratio(X) 0.18 0.76 0.10 0.38 0.70 0.70 0.53 0.00 0.40 0.66 0.00 0.00 Avail Cap(c_a), veh/h 768 2481 1080 810 1251 1308 543 0 831 585 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.3 18.1 13.2 13.6 16.3 16.3 21.3 0.0 16.1 21.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.9 0.1 0.8 1.2 1.1 1.2 0.0 0.4 2.1 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 5.9 0.5 0.8 5.5 5.7 2.7 0.0 2.4 3.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.7 19.0 13.2 14.4 17.5 17.4 22.6 0.0 16.6 23.5 0.0 0.0 LnGrp LOS B B B B B B C A B C A A Approach Vol, veh/h 1154 1172 426 240 Approach Delay, s/veh 18.5 17.2 19.2 23.5 Approach LOS B B B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.2 7.4 34.3 28.2 5.4 36.3 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 17.1 4.4 20.2 20.6 3.1 18.9 Green Ext Time (p_c), s 1.8 0.2 7.6 1.1 0.1 6.6 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 142 989 162 121 684 56 147 276 216 320 v/c Ratio 0.34 0.61 0.21 0.40 0.43 0.07 0.46 0.24 0.61 0.28 Control Delay 13.3 26.8 3.7 14.9 23.6 5.3 37.6 14.2 42.4 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 26.8 3.7 14.9 23.6 5.3 37.6 14.2 42.4 15.7 Queue Length 50th (ft) 46 296 0 39 185 0 90 37 140 47 Queue Length 95th (ft) 77 382 39 67 245 24 150 66 181 62 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 300 300 400 110 Base Capacity (vph) 446 1611 778 428 1576 750 317 1167 354 1153 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 0.32 0.61 0.21 0.28 0.43 0.07 0.46 0.24 0.61 0.28 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 248 1294 722 157 320 271 v/c Ratio 0.48 0.61 0.53 0.22 0.74 0.52 Control Delay 10.1 12.3 21.6 4.6 38.3 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.1 12.3 21.6 4.6 38.3 13.1 Queue Length 50th (ft) 43 184 136 0 142 36 Queue Length 95th (ft) 98 306 250 42 213 81 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 708 3266 2043 988 687 718 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 0.35 0.40 0.35 0.16 0.47 0.38 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 33 141 63 40 80 191 26 433 v/c Ratio 0.17 0.42 0.32 0.14 0.13 0.08 0.03 0.18 Control Delay 19.5 13.4 22.5 13.3 4.7 3.0 4.0 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 13.4 22.5 13.3 4.7 3.0 4.0 3.7 Queue Length 50th (ft) 8 15 16 5 7 6 2 19 Queue Length 95th (ft) 19 32 43 25 23 17 9 35 Internal Link Dist (ft) 420 1272 2567 737 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 729 1013 731 997 637 2380 846 2434 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.14 0.09 0.04 0.13 0.08 0.03 0.18 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Future (2020) AM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 46 1049 59 108 1064 186 240 240 v/c Ratio 0.15 0.72 0.09 0.34 0.62 0.63 0.32 0.57 Control Delay 8.8 22.9 4.9 10.7 18.8 37.1 14.0 29.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 22.9 4.9 10.7 18.8 37.1 14.0 29.4 Queue Length 50th (ft) 8 212 0 20 212 76 58 87 Queue Length 95th (ft) 27 362 23 47 313 157 122 161 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 300 350 250 Base Capacity (vph) 623 2273 1008 665 2338 471 1103 659 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.46 0.06 0.16 0.46 0.39 0.22 0.36 Intersection Summary HCM 6th Signalized Intersection Summary 1: Cottonwood Rd & Huffine Ln 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 1011 135 129 907 79 142 185 116 129 138 157 Future Volume (veh/h) 200 1011 135 129 907 79 142 185 116 129 138 157 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 0.99 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 1870 1885 1841 1900 1885 1900 1841 1870 1870 1900 1885 1885 Adj Flow Rate, veh/h 200 1011 135 154 1080 94 142 185 116 129 138 157 Peak Hour Factor 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 1 4 0 1 0 4 2 2 0 1 1 Cap, veh/h 304 1694 737 306 1647 740 334 708 422 349 592 521 Arrive On Green 0.08 0.47 0.47 0.06 0.46 0.46 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow, veh/h 1781 3582 1558 1810 3582 1608 1067 2140 1276 1095 1791 1576 Grp Volume(v), veh/h 200 1011 135 154 1080 94 142 152 149 129 138 157 Grp Sat Flow(s),veh/h/ln 1781 1791 1558 1810 1791 1608 1067 1777 1639 1095 1791 1576 Q Serve(g_s), s 7.0 24.9 6.0 5.3 28.0 4.0 13.7 7.5 8.0 11.8 6.7 8.9 Cycle Q Clear(g_c), s 7.0 24.9 6.0 5.3 28.0 4.0 22.6 7.5 8.0 19.8 6.7 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.78 1.00 1.00 Lane Grp Cap(c), veh/h 304 1694 737 306 1647 740 334 588 542 349 592 521 V/C Ratio(X) 0.66 0.60 0.18 0.50 0.66 0.13 0.43 0.26 0.27 0.37 0.23 0.30 Avail Cap(c_a), veh/h 347 1694 737 479 1647 740 334 588 542 349 592 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 0.65 0.65 0.65 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 20.1 23.2 18.2 18.2 25.1 18.6 38.2 29.4 29.6 36.9 29.1 29.8 Incr Delay (d2), s/veh 2.3 0.9 0.3 0.8 1.3 0.2 3.9 1.1 1.3 3.0 0.9 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 2.7 9.8 2.1 2.1 11.2 1.4 3.8 3.2 3.2 3.4 3.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 24.2 18.6 19.0 26.4 18.8 42.2 30.4 30.8 39.8 30.0 31.3 LnGrp LOS C C B B C B D C C D C C Approach Vol, veh/h 1346 1328 443 424 Approach Delay, s/veh 23.3 25.0 34.3 33.5 Approach LOS C C C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 46.0 10.5 63.5 46.0 12.1 61.9 Change Period (Y+Rc), s * 6.3 3.0 * 6.7 * 6.3 3.0 * 6.7 Max Green Setting (Gmax), s * 40 19.0 * 45 * 40 12.0 * 52 Max Q Clear Time (g_c+I1), s 24.6 7.3 26.9 21.8 9.0 30.0 Green Ext Time (p_c), s 1.9 0.3 6.4 2.1 0.1 7.4 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: Huffine Ln & Ferguson Ave 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 191 1107 1157 270 190 190 Future Volume (veh/h) 191 1107 1157 270 190 190 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 Parking Bus, Adj 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 1885 1870 1885 1885 1885 1870 Adj Flow Rate, veh/h 199 1153 1218 284 207 207 Peak Hour Factor 0.96 0.96 0.95 0.95 0.92 0.92 Percent Heavy Veh, % 1 2 1 1 1 2 Cap, veh/h 353 2222 1754 778 318 281 Arrive On Green 0.09 0.63 0.49 0.49 0.18 0.18 Sat Flow, veh/h 1795 3647 3676 1588 1795 1585 Grp Volume(v), veh/h 199 1153 1218 284 207 207 Grp Sat Flow(s),veh/h/ln 1795 1777 1791 1588 1795 1585 Q Serve(g_s), s 3.0 11.0 16.1 6.8 6.6 7.6 Cycle Q Clear(g_c), s 3.0 11.0 16.1 6.8 6.6 7.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 353 2222 1754 778 318 281 V/C Ratio(X) 0.56 0.52 0.69 0.37 0.65 0.74 Avail Cap(c_a), veh/h 1076 3189 3214 1425 1172 1034 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.8 6.4 12.1 9.7 23.4 23.9 Incr Delay (d2), s/veh 1.4 0.2 0.5 0.3 2.2 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.1 4.9 7.4 2.8 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 6.6 12.6 10.0 25.7 27.6 LnGrp LOS B A B B C C Approach Vol, veh/h 1352 1502 414 Approach Delay, s/veh 7.4 12.1 26.6 Approach LOS A B C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 44.8 16.5 8.3 36.5 Change Period (Y+Rc), s 6.5 5.6 3.0 6.5 Max Green Setting (Gmax), s 55.0 40.0 30.0 55.0 Max Q Clear Time (g_c+I1), s 13.0 9.6 5.0 18.1 Green Ext Time (p_c), s 9.0 1.3 0.5 11.9 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Cottonwood Rd & Babcock St 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 23 24 42 30 78 48 399 102 35 244 29 Future Volume (veh/h) 44 23 24 42 30 78 48 399 102 35 244 29 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 1900 1900 1900 1900 1900 1900 1870 1885 1885 1900 1870 1870 Adj Flow Rate, veh/h 47 24 26 42 30 78 53 443 113 44 309 37 Peak Hour Factor 0.94 0.94 0.94 1.00 1.00 1.00 0.90 0.90 0.90 0.79 0.79 0.79 Percent Heavy Veh, % 0 0 0 0 0 0 2 1 1 0 2 2 Cap, veh/h 311 121 131 363 68 176 751 1640 415 632 1854 220 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1306 834 903 1376 467 1214 1035 2830 716 866 3199 380 Grp Volume(v), veh/h 47 0 50 42 0 108 53 279 277 44 170 176 Grp Sat Flow(s),veh/h/ln 1306 0 1737 1376 0 1681 1035 1791 1756 866 1777 1802 Q Serve(g_s), s 1.2 0.0 0.9 1.0 0.0 2.1 0.9 2.8 2.9 1.0 1.6 1.6 Cycle Q Clear(g_c), s 3.4 0.0 0.9 1.9 0.0 2.1 2.6 2.8 2.9 3.8 1.6 1.6 Prop In Lane 1.00 0.52 1.00 0.72 1.00 0.41 1.00 0.21 Lane Grp Cap(c), veh/h 311 0 251 363 0 243 751 1038 1017 632 1030 1044 V/C Ratio(X) 0.15 0.00 0.20 0.12 0.00 0.44 0.07 0.27 0.27 0.07 0.17 0.17 Avail Cap(c_a), veh/h 1167 0 1390 1265 0 1345 751 1038 1017 632 1030 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 13.7 14.5 0.0 14.2 4.1 3.8 3.8 4.8 3.5 3.6 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.1 0.0 1.3 0.2 0.6 0.7 0.2 0.3 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 0.3 0.0 0.3 0.3 0.0 0.7 0.1 0.6 0.6 0.1 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 14.0 14.6 0.0 15.4 4.3 4.4 4.5 5.0 3.9 3.9 LnGrp LOS B A B B A B A A A A A A Approach Vol, veh/h 97 150 609 390 Approach Delay, s/veh 15.0 15.2 4.4 4.0 Approach LOS B B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.0 10.2 26.0 10.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 29.0 21.0 29.0 Max Q Clear Time (g_c+I1), s 4.9 5.4 5.8 4.1 Green Ext Time (p_c), s 3.2 0.4 1.9 0.7 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A HCM 6th Signalized Intersection Summary 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 1284 92 194 1110 28 98 52 141 29 80 44 Future Volume (veh/h) 74 1284 92 194 1110 28 98 52 141 29 80 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 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 1900 1870 1885 1885 1870 1870 1870 1870 1900 1885 1885 1885 Adj Flow Rate, veh/h 81 1411 101 200 1144 29 103 55 148 29 80 44 Peak Hour Factor 0.91 0.91 0.91 0.97 0.97 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Percent Heavy Veh, % 0 2 1 1 2 2 2 2 0 1 1 1 Cap, veh/h 344 1806 795 315 1929 49 215 96 421 79 139 63 Arrive On Green 0.05 0.51 0.51 0.08 0.55 0.55 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1810 3554 1564 1795 3539 90 713 526 1584 95 763 346 Grp Volume(v), veh/h 81 1411 101 200 574 599 158 0 148 153 0 0 Grp Sat Flow(s),veh/h/ln 1810 1777 1564 1795 1777 1852 1239 0 1584 1204 0 0 Q Serve(g_s), s 1.5 22.7 2.4 3.4 15.2 15.2 0.0 0.0 5.3 0.8 0.0 0.0 Cycle Q Clear(g_c), s 1.5 22.7 2.4 3.4 15.2 15.2 8.8 0.0 5.3 9.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.05 0.65 1.00 0.19 0.29 Lane Grp Cap(c), veh/h 344 1806 795 315 968 1009 311 0 421 281 0 0 V/C Ratio(X) 0.24 0.78 0.13 0.64 0.59 0.59 0.51 0.00 0.35 0.54 0.00 0.00 Avail Cap(c_a), veh/h 883 2539 1118 809 1270 1323 703 0 857 726 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.7 14.0 9.0 13.7 10.7 10.7 26.7 0.0 20.9 25.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 1.1 0.1 2.1 0.6 0.6 1.3 0.0 0.5 1.6 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.8 0.6 1.4 4.3 4.4 2.5 0.0 1.7 2.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.0 15.1 9.1 15.8 11.3 11.3 28.0 0.0 21.4 27.5 0.0 0.0 LnGrp LOS A B A B B B C A C C A A Approach Vol, veh/h 1593 1373 306 153 Approach Delay, s/veh 14.4 11.9 24.8 27.5 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.3 8.7 42.0 19.3 6.2 44.5 Change Period (Y+Rc), s * 6.5 3.0 * 6.4 * 6.5 3.0 * 6.4 Max Green Setting (Gmax), s * 32 25.0 * 50 * 32 24.0 * 50 Max Q Clear Time (g_c+I1), s 10.8 5.4 24.7 11.6 3.5 17.2 Green Ext Time (p_c), s 1.4 0.5 10.9 0.8 0.2 7.7 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 1: Cottonwood Rd & Huffine Ln 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 200 1011 135 154 1080 94 142 301 129 295 v/c Ratio 0.69 0.63 0.18 0.49 0.68 0.12 0.43 0.25 0.38 0.25 Control Delay 27.0 27.9 4.1 16.7 29.4 4.4 36.2 18.3 34.7 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 27.9 4.1 16.7 29.4 4.4 36.2 18.3 34.7 13.9 Queue Length 50th (ft) 67 307 0 50 347 0 85 53 76 38 Queue Length 95th (ft) 129 403 38 76 385 26 148 88 134 73 Internal Link Dist (ft) 5210 2620 695 2567 Turn Bay Length (ft) 300 300 300 300 400 110 Base Capacity (vph) 304 1608 763 429 1590 770 334 1183 343 1174 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 0.66 0.63 0.18 0.36 0.68 0.12 0.43 0.25 0.38 0.25 Intersection Summary Queues 2: Huffine Ln & Ferguson Ave 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 2 Lane Group EBL EBT WBT WBR SBL SBR Lane Group Flow (vph) 199 1153 1218 284 207 207 v/c Ratio 0.48 0.49 0.74 0.33 0.62 0.47 Control Delay 12.8 8.1 23.3 3.3 44.1 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.8 8.1 23.3 3.3 44.1 12.1 Queue Length 50th (ft) 30 141 274 1 103 12 Queue Length 95th (ft) 107 233 463 48 221 84 Internal Link Dist (ft) 2620 714 1244 Turn Bay Length (ft) 300 350 100 Base Capacity (vph) 713 3272 2340 1097 850 848 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 0.28 0.35 0.52 0.26 0.24 0.24 Intersection Summary Queues 7: Cottonwood Rd & Babcock St 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 47 50 42 108 53 556 44 346 v/c Ratio 0.21 0.16 0.18 0.30 0.08 0.24 0.08 0.15 Control Delay 15.6 9.8 15.0 8.5 4.8 4.2 4.9 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 9.8 15.0 8.5 4.8 4.2 4.9 4.0 Queue Length 50th (ft) 9 4 8 5 4 22 3 14 Queue Length 95th (ft) 27 22 25 32 16 46 12 25 Internal Link Dist (ft) 420 1272 2567 737 Turn Bay Length (ft) 60 60 260 220 Base Capacity (vph) 951 1245 998 1251 661 2278 551 2286 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.04 0.04 0.09 0.08 0.24 0.08 0.15 Intersection Summary Queues 21: Gooch Hill Rd & Huffine Ln 07/12/2018 Future (2020) PM Peak 07/07/2017 Baseline Synchro 10 Report Page 4 Lane Group EBL EBT EBR WBL WBT NBT NBR SBT Lane Group Flow (vph) 81 1411 101 200 1173 158 148 153 v/c Ratio 0.23 0.79 0.12 0.64 0.58 0.66 0.25 0.48 Control Delay 7.4 24.1 5.1 25.2 14.9 49.4 16.1 36.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 24.1 5.1 25.2 14.9 49.4 16.1 36.0 Queue Length 50th (ft) 12 325 4 51 217 89 47 74 Queue Length 95th (ft) 34 583 36 142 362 168 88 144 Internal Link Dist (ft) 1047 5210 714 726 Turn Bay Length (ft) 300 300 350 250 Base Capacity (vph) 654 2004 924 572 2153 463 837 601 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.70 0.11 0.35 0.54 0.34 0.18 0.25 Intersection Summary A P P E N D I X D AUXILIARY TURN LANE WARRANT WORKSHEETS Existing Traffic Volumes (2018) - Right-Turn Lanes at Unsignalized Intersections on 4-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) AM weekday 1059 97 50 Y PM weekday 1226 106 38 Y AM weekday 715 49 75 N PM weekday 1013 73 53 Y AM weekday 983 52 56 N PM weekday 1326 85 31 Y AM weekday 888 11 62 N PM weekday 1184 21 41 N Huffine & Cottonwood WB Huffine & Gooch Hill EB Huffine & Gooch Hill WB Huffine & Cottonwood EB Future Traffic Volumes (2020) - Right-Turn Lanes at Unsignalized Intersections on 4-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) AM weekday 1190 149 41 Y PM weekday 1346 135 30 Y AM weekday 818 53 67 N PM weekday 1115 79 46 Y AM weekday 1097 56 47 Y PM weekday 1450 92 22 Y AM weekday 973 13 56 N PM weekday 1332 28 31 N Huffine & Cottonwood WB Huffine & Gooch Hill EB Huffine & Gooch Hill WB Huffine & Cottonwood EB Gu i d e l i n e s f o r R i g h t - T u r n L a n e s a t U n s i g n a l i z e d I n t er s e c t i o n s on 4 - L a n e H i g h w a y s ( F i g u r e 2 8 . 4 B ) Fu t u r e ( 2 0 2 0 ) + S i t e Ex i s t i n g ( 2 0 1 8 )