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Home My WebLink AboutTransportation Meeting Supplemental November 2019 - W Village Subdivision42-Unit Subdivision Development Traffic Impact Analysis August 20, 2019 Prepared By: Southern Oregon Transportation Engineering, LLC Transportation Engineering, LLC 42-Unit Subdivision Development Traffic Impact Analysis August 20, 2019 Prepared By: Southern Oregon Transportation Engineering, LLC TABLE OF CONTENTS I. EXECUTIVE SUMMARY ....................................................................................................................... 5 II. INTRODUCTION .................................................................................................................................... 6 Background .............................................................................................................................................. 6 Project Location ....................................................................................................................................... 6 Project Description ................................................................................................................................... 6 III. EXISTING YEAR 2019 NO-BUILD CONDITIONS .......................................................................... 9 Site Condition ........................................................................................................................................... 9 Roadway Characteristics .......................................................................................................................... 9 Traffic Counts .......................................................................................................................................... 9 Intersection Capacity and Level of Service ............................................................................................ 11 Operating Standards ............................................................................................................................... 11 Year 2019 No-Build Intersection Operations ......................................................................................... 11 Year 2019 No-Build 95th Percentile Queue Lengths ............................................................................. 12 Crash History.......................................................................................................................................... 12 Pedestrian, Bicycle, and Transit Facilities .............................................................................................. 13 Local Street Circulation .......................................................................................................................... 13 85th Percentile Speeds ............................................................................................................................. 14 IV. DESIGN YEAR 2022 NO-BUILD CONDITIONS ............................................................................. 15 Design Year No-Build Description ........................................................................................................ 15 Design Year No-Build Intersection Operations ...................................................................................... 15 Design Year No-Build 95th Percentile Queue Lengths .......................................................................... 15 V. SITE TRAFFIC ...................................................................................................................................... 18 Trip Generation ...................................................................................................................................... 18 Trip Distribution and Assignment .......................................................................................................... 18 VI. DESIGN YEAR 2022 BUILD CONDITIONS .................................................................................... 20 Design Year Build Description .............................................................................................................. 20 Design Year Build Intersection Operations ............................................................................................ 20 Design Year Build 95th Percentile Queue Lengths ................................................................................ 20 VII. CONCLUSIONS .................................................................................................................................. 23 LIST OF TABLES Table 1: Roadway Classifications and Descriptions ........................................................................................ 9 Table 2: HCM Level of Service Designations for Stop-Controlled Intersections ......................................... 11 Table 3: Year 2019 No-Build Intersection Operations .................................................................................. 11 Table 4: Year 2019 No-Build 95th Percentile Queue Lengths ....................................................................... 12 Table 5: 85th Percentile Speeds ...................................................................................................................... 14 Table 6: Design Year 2022 No-Build Intersection Operations ...................................................................... 15 Table 7: Design Year 2022 No-Build 95th Percentile Queue Lengths ........................................................... 16 Table 8: Development Trip Generations ....................................................................................................... 18 Table 9: Design Year 2022 Build Intersection Operations ............................................................................ 20 Table 10: Design Year 2022 Build 95th Percentile Queue Lengths ............................................................... 21 FIGURES FIGURE 1: Vicinity Map ............................................................................................................................. 7 FIGURE 2: Site Plan ................................................................................................................................... 8 FIGURE 3: Year 2019 No-Build Traffic Volumes (AM)PM Peak Hours ................................................. 10 FIGURE 4: Design Year 2022 No-Build Traffic Volumes (AM)PM Peak Hours ..................................... 17 FIGURE 5: Development Trip Assignments (AM)PM Peak Hours ........................................................... 19 FIGURE 6: Design Year 2022 Build Traffic Volumes (AM)PM Peak Hours ........................................... 22 APPENDICES APPENDIX A: TRAFFIC COUNTS, SEASONAL ADJUSTMENTS, VOLUME DEVELOPMENT APPENDIX B: CRASH DATA, ITE TRIP GENERATION DATA APPENDIX C: EXISTING YEAR 2019 NO-BUILD SYNCHRO AND SIMTRAFFIC OUTPUT APPENDIX D: DESIGN YEAR 2022 NO-BUILD SYNCHRO AND SIMTRAFFIC OUTPUT APPENDIX E: DESIGN YEAR 2022 BUILD SYNCHRO AND SIMTRAFFIC OUTPUT APPENDIX F: SPEED STUDY APPENDIX G: AGENCY REQUIREMENTS S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 5 I. EXECUTIVE SUMMARY Summary Southern Oregon Transportation Engineering, LLC prepared a traffic analysis for a proposed 42-unit residential subdivision in Ashland, Oregon. The subject property is located north of the Central Oregon & Pacific Railroad, at the western end of stubbed streets Otis Street and Randy Street. Proposed development includes up to 42 residential units but will likely not build out to this density. Access to the site is provided to Randy Street, Otis Street, and through an extension of Vansant Street to the northwest. Proposed development is estimated to generate 396 average daily trips (ADT) with 31 trips occurring during the a.m. peak hour and 42 trips during the p.m. peak hour. No intersections are shown to meet the City’s threshold of 50 peak hour trips, but five intersections were selected to address local impacts and circulation. These included Otis Street at Willow Street and Laurel Street, Randy Street at Laurel Street, Vansant Street at W Nevada Street, and Laurel Street at W. Nevada Street. Intersections were evaluated under existing year 2019 and design year 2022 no-build and build conditions to determine what impacts the proposed development may have on the transportation system. Conclusions The findings of the traffic impact analysis conclude that the proposed 42-unit residential subdivision can be approved on the transportation system without creating adverse operational impacts. Results of the analysis are as follows: 1. All study area intersections are shown to operate within performance standards under existing year 2019 and design year 2022 no-build and build conditions during both the a.m. and p.m. peak hours. 2. Study area intersection 95th percentile queue lengths were shown to stay within available link distances for all analysis scenarios. 3. There is no crash history in the area, nor any reported crashes at any of the study area intersections within the most recent five years. 4. Speeding was evaluated in the study area and shown to be slightly high on Laurel Street. Additional signage and/or increased enforcement is recommended as a first step toward reducing speeds. 5. Re-routed traffic was considered likely on Otis Street, Randy Street, and Willow Street (south of Otis Street) as a result of the Vansant Street connection to the subject property. This was not shown to create capacity or safety concerns. This analysis was undertaken to address issues of compliance with the City of Ashland Comprehensive Plan and Land Development Code. Based upon our findings, it is concluded that streets and intersections serving the subject property will accommodate projected a.m. and p.m. peak hour traffic volumes from the proposed 42-unit residential subdivision without degrading the performance of an existing or planned facility such that it would not meet the performance standard identified in the City’s Transportation System Plan (TSP). S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 6 II. INTRODUCTION Background Southern Oregon Transportation Engineering, LLC prepared a traffic analysis for a proposed 42-unit residential subdivision on 5.92 acres in Ashland, Oregon. The subject property is located north of the Central Oregon & Pacific Railroad, at the western end of stubbed streets Otis Street and Randy Street. Proposed development includes up to 42 residential units by design year 2022. A traffic analysis is required by the City of Ashland to address development impacts to the transportation system. The scope of the analysis includes evaluating development impacts within the study area under existing year 2019 and design year 2022 no-build and build conditions during the a.m. and p.m. peak hours. No study area intersections were reached with 50 peak hour trips, which is the threshold for when an intersection is required to be evaluated in accordance with the City’s traffic impact analysis criteria, but five intersections in the site vicinity were selected to address impacts to the local area. These included: 1. Otis Street / Willow Street 2. Otis Street / Laurel Street 3. Randy Street / Laurel Street 4. Vansant Street / W Nevada Street 5. W. Nevada Street / Laurel Street Access to the site is provided to Randy Street, Otis Street, and through an extension of Vansant Street to the northwest. Project Location The subject property is located 5.92 acres north of the Central Oregon & Pacific Railroad, west of Otis Street and Randy Street on Township 39S Range 1E Section 05AD, tax lot 200 in Ashland, Oregon. Refer to Figures 1 and 2 for a vicinity map and site plan. Project Description The subject property is currently vacant. Proposed development includes up to 42 residential units composed of cottage houses. The development is estimated to generate 396 ADT with 31 trips occurring during the a.m. peak hour and 42 trips during the p.m. peak hour. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 9 III. EXISTING YEAR 2019 NO-BUILD CONDITIONS Site Conditions The subject property is located north of the Central Oregon & Pacific Railroad, west of Otis Street and Randy Street, and is currently vacant. Access is provided to Otis Street, Randy Street, and through an extension of Vansant Street to the northwest. Roadway Characteristics The project study area includes intersections on Laurel Street, Otis Street, Randy Street, and W. Nevada Street. All study area streets are in the city limits and under City of Ashland jurisdiction. A summary of roadway classifications and descriptions is provided in Table 1. Table 1 - Roadway Classifications and Descriptions Roadway Jurisdiction Functional Classification Lanes Posted Speed Sidewalks Bike Lanes Laurel Street City of Ashland Neighborhood Collector 2 201 mph Yes2 No W. Nevada Street City of Ashland Avenue 2 25 mph Yes3 No Otis Street City of Ashland Neighborhood Street 2 25 mph Yes4 No Randy Street City of Ashland Neighborhood Street 2 20-25 mph Yes5 No Willow Street City of Ashland Neighborhood Street 2 25 mph No No Vansant Street City of Ashland Neighborhood Street 2 25 mph Yes No Notes: 1 Laurel St., north of Orange Ave. to north of Randy St., and Randy St. east of Laurel St. are within a school zone. 2 Sidewalk is provided on the east side of Laurel St. and portions of the west side north of Randy St. 3 Sidewalk is provided on the south side of W. Nevada St. east and west of Laurel St. 4 Sidewalk is provided on the north side of Otis St. from Laurel St. to the west approximately 565 feet 5 Sidewalk is provided on the north side of Randy St. for 215 feet south of the site, then along the south side to Laurel St. Traffic Counts Manual traffic counts were gathered by Southern Oregon Transportation Engineering in May of 2019 during the a.m. and p.m. peak periods (7:00-9:00am and 2:45-5:45pm) at study area intersections. The peak hours occurred from 7:30-8:30 a.m. and 2:45-3:45 p.m., during school drop off and pick up times. Count data was then seasonally adjusted using the ODOT 2017 Seasonal Trend Table to account for seasonal spikes in traffic. The seasonal adjustment applied to raw count data was 4.5% or a factor of 1.045, which created our year 2019 no-build traffic volumes. Refer to Figure 3 for year 2019 no-build traffic volumes during the a.m. and p.m. peak hours. Manual traffic counts and the ODOT Seasonal Trend Table are provided in Appendix A. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 11 Intersection Capacity and Level of Service Intersection capacity calculations were conducted utilizing the methodologies presented in the Highway Capacity Manual (HCM), 6th Edition. Capacity and level of service calculations for two- way stop-controlled intersections were prepared using SYNCHRO 10 timing software. Level of service quantifies the degree of comfort afforded to drivers as they travel through an intersection or along a roadway section, and is based on total delay, defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. Level of service ranges from “A” to “F”, with “A” indicating the most desirable condition (free-flow state) and “F” indicating an unsatisfactory condition (excessive congestion and long queue lengths). The HCM LOS designation for stop-controlled intersections are provided in Table 2. Table 2 – HCM Level of Service Designations for Stop-Controlled Intersections Level of Service Delay Range A < 10 B >10 – 15 C >15 – 25 D >25 – 35 E >35 – 50 F > 50 Operating Standards Study area intersections are all under City of Ashland jurisdiction. The City of Ashland performance standard for stop-controlled intersections is a LOS “D”. Mitigation is required if proposed development causes a study area intersection to exceed the operational standard and is shown to operate worse than no-build conditions. Year 2019 No-Build Intersection Operations Study area intersections were evaluated under existing year 2019 no-build conditions during the a.m. and p.m. peak hours to provide a baseline for traffic conditions without the proposed subdivision development. Results are summarized in Table 3. Table 3 - Year 2019 No-Build Intersection Operations Intersection Performance Standard Traffic Control AM Peak PM Peak Randy Street / Laurel Street LOS D AWSC A, 7.9 sec. SB A, 7.9 sec. EB Willow Street / Otis Street LOS D TWSC A, 8.5 sec. NB A, 8.7 sec. NB Otis Street / Laurel Street LOS D TWSC A, 9.6 sec. EB A, 9.1 sec. EB Laurel Street / W. Nevada Street LOS D TWSC A, 9.6 sec. NB A, 9.5 sec. NB Vansant Street / W. Nevada Street LOS D TWSC A, 8.6 sec. NB A, 8.8 sec. NB LOS = Level of Service, TWSC = Two-way stop controlled, AWSC = All-way stop controlled EB = eastbound, WB = westbound, NB = northbound, SB = southbound Note: Exceeded performance standards are shown in bold, italic S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 12 Results of the analysis show all study area intersections operating acceptably (well within performance standards) under existing year 2019 no-build conditions during the a.m. and p.m. peak hours. Synchro output sheets are provided in Appendix C. Year 2019 No-Build 95th Percentile Queue Lengths Queuing is the stacking up of vehicles for a given lane movement and can have a significant effect on roadway safety and the overall operation of a transportation system. Long queue lengths in through lanes can block access to turn lanes, driveways, and minor street approaches, as well as spill back into upstream intersections. As a result of this, the estimation of queue lengths is an important aspect of the analysis process for determining how a transportation corridor operates. Queue lengths are reported as the average, maximum, or 95th percentile queue length. The 95th percentile queue length is used for design purposes and is the queue length reported in this analysis. Five simulations were run and averaged in SimTraffic to determine 95th percentile queue lengths. Queues were evaluated at study area intersections under existing year 2019 no-build conditions. Queue lengths were rounded up to the nearest 25 feet (single vehicle length) and reported in Table 4 for the a.m. and p.m. peak hours. Table 4 – Year 2019 No-Build 95th Percentile Queue Lengths Intersection / Movement Available Link Distance (Ft) AM Peak Queue Lengths (Ft) PM Peak Queue Lengths (Ft) Laurel St / Randy St EB L/T/R WB L/T/R NB L/T/R SB L/T/R 350 600 350 550 50 50 75 50 50 50 50 50 Willow St / Otis St NB L/R 625 25 25 Laurel St / Otis St EB L/T/R NB L/T/R SB L/T/R 225 875 350 50 0 0 25 0 0 Laurel St / W. Nevada St EB T/R WB L/T NB L/R 325 250 550 0 25 50 0 25 50 Vansant St / W. Nevada St NB L/R 200 50 50 EB=eastbound, WB=westbound, NB=northbound, SB=southbound, L=left, T=Through, R=right Note: Exceeded performance standards are shown in bold, italic Results of the queuing analysis show all study area intersection queue lengths stay within available link distances under existing year 2019 no-build conditions during both the a.m. and p.m. peak hours. Refer to Appendix C for a full queuing and blocking report. Crash History Crash data for the most recent 5-year period was provided from ODOT’s crash analysis unit. Results were provided for the period of January 1, 2013 through December 31st, 2017. Crash data was analyzed to identify crash patterns that could be attributable to geometric or operational deficiencies, or crash trends of a specific type that would indicate the need for further investigation at an S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 13 intersection. Results showed no reported crashes at any study area intersection. In a look at roadway segments, there was one reported crash on Randy Street near Willow Street in 2014, involving a side- swipe to a parked vehicle. There was also one reported crash on W. Nevada Street near Glendower Street, similarly involving a side-swipe to a parked vehicle. Crash data is provided in Appendix B. No further investigation is shown to be necessary at this time. Pedestrian, Bicycle, and Transit Facilities Sidewalks are currently provided on either the north or south side of Randy Street between the subject property and Laurel Street. This will be the main walking route to Helman Elementary School. Otis Street does not have sidewalk on either side of the street until Drager Street. From Drager Street to Laurel Street, sidewalk is provided on the north side of Otis Street. None of the streets in the study area currently have striped bike lanes. Streets surrounding the site are all local neighborhood streets, which don’t normally have striped bike lanes due to low vehicular traffic volumes. W. Nevada Street and Laurel Street are higher order streets. Planned bicycle improvements in the City’s Transportation System Plan (TSP) include making Laurel Street a bicycle boulevard between Orange Avenue and W. Nevada Street (B40) and adding striped bike lanes on W. Nevada Street from Vansant Street to N. Mountain Avenue (B3). Planned sidewalk improvements include filling in gaps in the existing sidewalk network along Laurel Street (P4). In the field, there were a significant amount of pedestrians observed on Laurel Street throughout the a.m. and p.m. peak periods, specifically during the Helman Elementary School a.m. and p.m. peak hours. Pedestrians were a mix of adults and children. Many adults were walking with children and often pushing strollers. There were also several runners along Laurel Street. Runners were observed to run along the shoulder of the street. The nearest transit route is Route 10 provided by Rogue Valley Transit District (RVTD). Route 10 is a fixed-route that runs north-south along N. Main Street and connects Medford to Ashland via Phoenix and Talent. Route 10 continues through the downtown area and loops back on Walker Avenue and E. Main Street. Service is provided from approximately 5:00 a.m. to 10:00 p.m. Monday through Friday and 8:00 a.m. to 6:00 p.m. on Saturday. The route operates on 20-30 minute headways on weekdays and on a 60 minute headway on Saturday. Local Street Circulation The proposed 42-unit residential subdivision has access to Otis Street, Randy Street, and through a connection from Vansant Street to the northwest. All of the streets surrounding the site are local neighborhood streets, which act as feeders to higher order streets such as Laurel Street, Orange Avenue, and W. Nevada Street. The connection to Vansant Street to the northwest was a concern for the applicant because the assumption was that this connection would promote cut-through traffic. In looking at the site layout, we agree that traffic from the subdivision northwest of Vansant Street could likely re-route to Otis Street and Randy Street if their destination is to/from the south, southeast, southwest, or even to/from Helman Elementary School. This doesn’t appear to have much of an impact, however, strictly based on the volume of traffic under consideration. The area west of the Vansant Street / W. Nevada Street contributes 49 a.m. trips and 38 p.m. trips on an average weekday to W. Nevada Street in total. We considered approximately half of that traffic re-routing through the proposed 42-unit subdivision, which is more than would be expected, and this amounted to 28 a.m. trips and 24 p.m. trips re-routing to/from Randy Street and Otis Street. The resulting impact is negligible from an operational standpoint because existing traffic volumes on Randy Street, Otis Street, Willow Street, and other local streets in this area are low to begin with. Willow Street was shown to carry 12 a.m. trips and 14 p.m. trips at Otis Street during each peak hour, respectively. Otis S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 14 Street carries 17 a.m. trips and 21 p.m. trips at Laurel Street, while Randy Street carries 14 a.m. trips and 24 p.m. trips. These local neighborhood streets are anticipated to carry 100-150 peak hour trips from a livability standpoint, but even this number is significantly lower than what they are actually designed to carry because the City’s desirable volume of traffic on a local street is based on livability. In summary, if all of the re-routed trips (50% of the subdivision trips northwest of the property) were shown to use Willow Street, Otis Street, or Randy Street, those local streets would still be under capacity. 85th Percentile Speeds Speeding within the study area was evaluated to address safety concerns. Speeds were measured on Otis Street, Willow Street, Orange Avenue, and Laurel Street. The 85th percentile speed, which represents the speed at which 85 percent of vehicles drive at or below, was calculated for each roadway in both directions. Results are provided in Table 5. Table 5 – 85th Percentile Speeds Roadway Direction of Travel 85th % Speed (mph) Posted Speed (mph) Otis Street Eastbound Westbound 20 21 25 Willow Street Northbound Southbound 24 27 25 Orange Avenue Eastbound Westbound 23 27 25 Laurel Street Northbound Southbound 27 29 20 Results of the speed study show that most of the streets have speeds comparable to the posted speed limit. The one exception is Laurel Street, which has 85th percentile speeds slightly higher than desirable within a school zone. If this section of Laurel Street was not within a school zone then the speeds would be more acceptable, but both directions are a little high for a school zone. Additional signage and/or increased enforcement are options to reduce speeds without altering the roadway cross-section. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 15 IV. DESIGN YEAR 2022 NO-BUILD CONDITIONS Design Year No-Build Description Design year no-build conditions represent development completion year no-build conditions for the study area without consideration of proposed development trips. This condition is evaluated to determine how the study area will be impacted by background growth. To account for background growth, a 1.6 percent annual growth rate was applied to seasonally adjusted traffic count data based on expected growth in the local area over the next twenty years. The City’s TSP showed 1.0 percent of annual growth at Nevada Street / Oak Street and 1.6 percent of annual growth at Hersey Street / Oak Street. A growth rate of 1.6 percent was used to provide a conservative analysis. Development is estimated for completion by the design year 2022. Design year 2022 no-build traffic volumes are provided in Figure 4 for the a.m. and p.m. peak hours. Design Year No-Build Intersection Operations Design year 2022 no-build conditions were evaluated at study area intersections during the a.m. and p.m. peak hours. Results are summarized in Table 6. Table 6 – Design Year 2022 No-Build Intersection Operations Intersection Performance Standard Traffic Control AM Peak PM Peak Randy Street / Laurel Street LOS D AWSC A, 7.9 sec. WB A, 7.9 sec. EB Willow Street / Otis Street LOS D TWSC A, 8.5 sec. NB A, 8.7 sec. NB Otis Street / Laurel Street LOS D TWSC A, 9.7 sec. EB A, 9.1 sec. EB Laurel Street / W. Nevada Street LOS D TWSC A, 9.7 sec. NB A, 9.5 sec. NB Vansant Street / W. Nevada Street LOS D TWSC A, 8.7 sec. NB A, 8.8 sec. NB LOS = Level of Service, TWSC = Two-way stop controlled, AWSC = All-way stop controlled EB = eastbound, WB = westbound, NB = northbound, SB = southbound Note: Exceeded performance standards are shown in bold, italic Results of the analysis show all study area intersections continue to operate acceptably (within performance standards) under design year 2022 no-build conditions during the a.m. and p.m. peak hours. No changes in operation were shown to occur as a result of background traffic. Synchro output sheets are provided in Appendix D. Design Year No-Build 95th Percentile Queue Lengths Queue lengths were evaluated at study area intersections under design year 2022 no-build conditions. Reported queue lengths were rounded up to the nearest 25 feet (single vehicle length) and summarized in Table 7 for the a.m. and p.m. peak hours. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 16 Table 7 – Design Year 2022 No-Build 95th Percentile Queue Lengths Intersection / Movement Available Link Distance (Ft) AM Peak Queue Lengths (Ft) PM Peak Queue Lengths (Ft) Laurel St / Randy St EB L/T/R WB L/T/R NB L/T/R SB L/T/R 350 600 350 550 50 50 75 50 50 50 50 50 Willow St / Otis St NB L/R 625 25 50 Laurel St / Otis St EB L/T/R NB L/T/R SB L/T/R 225 875 350 50 0 0 25 25 0 Laurel St / W. Nevada St EB T/R WB L/T NB L/R 325 250 550 0 25 50 0 25 50 Vansant St / W. Nevada St NB L/R 200 50 50 EB=eastbound, WB=westbound, NB=northbound, SB=southbound, L=left, T=Through, R=right Note: Exceeded performance standards are shown in bold, italic Results of the queuing analysis show all study area intersection queue lengths continue to stay within available link distances under design year 2022 no-build conditions during both the a.m. and p.m. peak hours. No significant changes in queuing were shown to occur as a result of background growth. Refer to Appendix D for a full queuing and blocking report. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 18 V. SITE TRAFFIC Trip Generation Trip generation calculations for the proposed 42-unit residential subdivision were prepared utilizing the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. Rates were used for land use code 210 – Single Family Residential. All trips were considered new trips to the transportation system. A summary is provided in Table 8. ITE descriptions and graphs are provided in Appendix B. Table 8 – Development Trip Generations Land Use Unit Size ADT AM Peak Hour PM Peak Hour Total (In) (Out) Total (In) (Out) ITE 210 – Single Family Residential Unit 42 396 31 8 23 42 26 16 Total Trips 31 8 23 42 26 16 Trip Distribution and Assignment Development trips were distributed to the transportation system using existing traffic splits from intersections surrounding the site. Approximately 45% were assumed to distribute to/from Randy Street and 55% to/from Otis Street. From these streets there were approximately 15% to/from the north, 15% to/from the east, 60% to/from the south, and 10% to/from the west. Refer to Figure 5 for development trip assignments during the a.m. and p.m. peak hours. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 20 VI. DESIGN YEAR 2022 BUILD CONDITIONS Design Year Build Description Design year build conditions represent no-build conditions for a study area with the addition of proposed development trips considered. Build conditions are compared to no-build conditions to determine what impacts and/or mitigation measures will result from proposed development. Design year 2022 build conditions include development trips from the proposed 42-unit subdivision during the a.m. and p.m. peak hours. Design year 2022 build traffic volumes are provided in Figure 6. Design Year Build Intersection Operations Design year 2022 build conditions were evaluated at study area intersections during the a.m. and p.m. peak hours. Results are summarized in Table 9. Table 9 – Design Year 2022 Build Intersection Operations Intersection Performance Standard Traffic Control AM Peak PM Peak Randy Street / Laurel Street LOS D AWSC A, 7.9 sec. SB A, 8.0 sec. EB Willow Street / Otis Street LOS D TWSC A, 8.7 sec. NB A, 9.2 sec. NB Elizabeth Avenue / Randy Street LOS D TWSC A, 8.4 sec. NB A, 8.4 sec. NB Elizabeth Avenue / Otis Street LOS D TWSC A, 8.7 sec SB A, 8.7 sec SB Otis Street / Laurel Street LOS D TWSC A, 9.8 sec. EB A, 9.2 sec. EB Laurel Street / W. Nevada Street LOS D TWSC A, 9.1 sec. NB A, 9.2 sec. NB Vansant Street / W. Nevada Street LOS D TWSC A, 8.6 sec. NB A, 8.7 sec. NB LOS = Level of Service, TWSC = Two-way stop controlled, AWSC = All-way stop controlled EB = eastbound, WB = westbound, NB = northbound, SB = southbound Note: Exceeded performance standards are shown in bold, italic Results of the analysis show all study area intersections continue to operate acceptably (within performance standards) under design year 2022 build conditions during the a.m. and p.m. peak hours. No changes are shown to occur as a result of re-routing and additional development trips. Synchro output sheets are provided in Appendix E. Design Year Build 95th Percentile Queue Lengths Queue lengths were evaluated at study area intersections under design year 2022 build conditions. Reported queue lengths were rounded up to the nearest 25 feet (single vehicle length) and summarized in Table 10 for the a.m. and p.m. peak hours. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 21 Table 10 – Design Year 2022 Build 95th Percentile Queue Lengths Intersection / Movement Available Link Distance (Ft) AM Peak Queue Lengths (Ft) PM Peak Queue Lengths (Ft) Laurel St / Randy St EB L/T/R WB L/T/R NB L/T/R SB L/T/R 350 600 350 550 50 50 75 50 50 50 50 50 Willow St / Otis St NB L/R 625 25 50 Laurel St / Otis St EB L/T/R NB L/T/R SB L/T/R 225 875 350 50 25 0 50 25 0 Laurel St / W. Nevada St EB T/R WB L/T NB L/R 325 250 550 0 25 50 0 25 50 Vansant St / W. Nevada St WB L/T NB L/R 200 200 25 50 0 25 EB=eastbound, WB=westbound, NB=northbound, SB=southbound, L=left, T=Through, R=right Note: Exceeded performance standards are shown in bold, italic Results of the queuing analysis show all study area intersection queue lengths stay within available link distances under design year 2022 build conditions during both the a.m. and p.m. peak hours. No significant changes are shown to occur as a result of re-routing and additional development trips. Refer to Appendix E for a full queuing and blocking report. S.O. Transportation Engineering, LLC | August 20, 2019 | 42-Unit Subdivision Traffic Impact Analysis | 23 VII. CONCLUSIONS Conclusions The findings of the traffic impact analysis conclude that the proposed 42-unit residential subdivision can be approved on the transportation system without creating adverse operational impacts. Results of the analysis are as follows: 6. All study area intersections are shown to operate within performance standards under existing year 2019 and design year 2022 no-build and build conditions during both the a.m. and p.m. peak hours. 7. Study area intersection 95th percentile queue lengths were shown to stay within available link distances for all analysis scenarios. 8. There is no crash history in the area, nor any reported crashes at any of the study area intersections within the most recent five years. 9. Speeding was evaluated in the study area and shown to be slightly high on Laurel Street. Additional signage and/or increased enforcement is recommended as a first step toward reducing speeds. 10. Re-routed traffic was considered likely on Otis Street, Randy Street, and Willow Street (south of Otis Street) as a result of the Vansant Street connection to the subject property. This was not shown to create capacity or safety concerns. This analysis was undertaken to address issues of compliance with the City of Ashland Comprehensive Plan and Land Development Code. Based upon our findings, it is concluded that streets and intersections serving the subject property will accommodate projected a.m. and p.m. peak hour traffic volumes from the proposed 42-unit residential subdivision without degrading the performance of an existing or planned facility such that it would not meet the performance standard identified in the City’s Transportation System Plan (TSP). Southern Oregon Transportation Engineering, LLC Medford, Oregon 97504 Phone 541.608.9923 Fax 541.535.6873 Email: Kim.parducci@gmail.com 42-Unit Subdivision Development APPENDICES A-G August 20, 2019 Prepared By: Southern Oregon Transportation Engineering, LLC Transportation Engineering, LLC ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix A Traffic Counts, Seasonal Adjustments, Volume Development File Name : Nevada-Laurel_AM_AV Site Code : 00000008 Start Date : 5/14/2019 Page No : 1 North-South: Laurel Street East-West: W Nevada Street Weather: Overcast, cool Veh Type: All Vehicles Groups Printed- Unshifted Laurel Street From North W Nevada St From East Laurel St From South W Nevada St From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 1 2 0 0 3 1 0 1 0 2 0 12 3 1 16 21 07:15 AM 0 0 0 0 0 3 9 0 1 13 1 0 1 0 2 0 11 3 0 14 29 07:30 AM 0 0 0 0 0 3 10 0 0 13 1 0 1 0 2 0 17 3 0 20 35 07:45 AM 0 0 0 0 0 2 8 0 0 10 2 0 2 0 4 0 13 6 0 19 33 Total 0 0 0 0 0 9 29 0 1 39 5 0 5 0 10 0 53 15 1 69 118 08:00 AM 0 0 0 0 0 7 16 0 0 23 2 0 2 0 4 0 22 11 0 33 60 08:15 AM 0 0 0 0 0 2 12 0 0 14 3 0 3 0 6 0 20 10 1 31 51 08:30 AM 0 0 0 0 0 2 8 0 0 10 5 0 1 0 6 0 12 4 0 16 32 08:45 AM 0 0 0 0 0 0 14 0 0 14 4 0 3 0 7 0 13 7 1 21 42 Total 0 0 0 0 0 11 50 0 0 61 14 0 9 0 23 0 67 32 2 101 185 Grand Total 0 0 0 0 0 20 79 0 1 100 19 0 14 0 33 0 120 47 3 170 303 Apprch %0 0 0 0 20 79 0 1 57.6 0 42.4 0 0 70.6 27.6 1.8 Total %0 0 0 0 0 6.6 26.1 0 0.3 33 6.3 0 4.6 0 10.9 0 39.6 15.5 1 56.1 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : Nevada-Laurel_AM_AV Site Code : 00000008 Start Date : 5/14/2019 Page No : 2 North-South: Laurel Street East-West: W Nevada Street Weather: Overcast, cool Veh Type: All Vehicles Laurel Street From North W Nevada St From East Laurel St From South W Nevada St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 3 10 0 0 13 1 0 1 0 2 0 17 3 0 20 +15 mins.0 0 0 0 0 2 8 0 0 10 2 0 2 0 4 0 13 6 0 19 +30 mins.0 0 0 0 0 7 16 0 0 23 2 0 2 0 4 0 22 11 0 33 +45 mins.0 0 0 0 0 2 12 0 0 14 3 0 3 0 6 0 20 10 1 31 Total Volume 0 0 0 0 0 14 46 0 0 60 8 0 8 0 16 0 72 30 1 103 % App. Total 0 0 0 0 23.3 76.7 0 0 50 0 50 0 0 69.9 29.1 1 PHF .000 .000 .000 .000 .000 .500 .719 .000 .000 .652 .667 .000 .667 .000 .667 .000 .818 .682 .250 .780 Laurel Street W N e v a d a S t W N e v a d a S t Laurel St Right 0 Thru 0 Left 0 Peds 0 In - Peak Hour: 07:30 AM 0 Rig h t 0 Th r u 46 Le f t 14 Pe d s 0 In - P e a k H o u r : 0 7 : 3 0 A M 60 Left8 Thru0 Right8 Peds0 In - Peak Hour: 07:30 AM16 Le f t 0 Th r u 72 Rig h t 30 Pe d s 1 In - P e a k H o u r : 0 7 : 3 0 A M 10 3 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : W Nevada-Laurel_PM Site Code : 00000005 Start Date : 5/14/2019 Page No : 1 North-South: Laurel Street East-West: W Nevada Street Weather: Cloudy Veh Type: All Vehicles Groups Printed- All Veh From North W Nevada From East Larel St From South W Nevada From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 02:45 PM 0 0 0 0 0 1 21 0 1 23 6 0 11 0 17 0 14 3 1 18 58 Total 0 0 0 0 0 1 21 0 1 23 6 0 11 0 17 0 14 3 1 18 58 03:00 PM 0 0 0 0 0 8 12 0 0 20 5 0 3 0 8 0 14 3 0 17 45 03:15 PM 0 0 0 0 0 4 15 0 0 19 5 0 3 0 8 0 8 7 0 15 42 03:30 PM 0 0 0 0 0 0 14 0 2 16 4 0 4 0 8 0 15 5 0 20 44 03:45 PM 0 0 0 0 0 9 25 0 0 34 9 0 0 0 9 1 14 3 0 18 61 Total 0 0 0 0 0 21 66 0 2 89 23 0 10 0 33 1 51 18 0 70 192 04:00 PM 0 0 0 0 0 1 15 0 0 16 9 0 3 0 12 0 12 2 0 14 42 04:15 PM 0 0 0 0 0 3 12 0 0 15 6 0 2 0 8 0 8 4 0 12 35 04:30 PM 0 0 0 0 0 1 18 0 1 20 5 0 3 0 8 0 10 6 0 16 44 04:45 PM 0 0 0 0 0 3 13 0 0 16 6 0 2 0 8 0 21 5 0 26 50 Total 0 0 0 0 0 8 58 0 1 67 26 0 10 0 36 0 51 17 0 68 171 05:00 PM 0 0 0 0 0 5 19 0 0 24 7 0 2 0 9 0 8 2 1 11 44 05:15 PM 0 0 0 0 0 5 12 0 0 17 7 0 3 0 10 0 10 2 0 12 39 05:30 PM 0 0 0 0 0 6 10 0 0 16 5 0 2 0 7 0 12 1 0 13 36 Grand Total 0 0 0 0 0 46 186 0 4 236 74 0 38 0 112 1 146 43 2 192 540 Apprch %0 0 0 0 19.5 78.8 0 1.7 66.1 0 33.9 0 0.5 76 22.4 1 Total %0 0 0 0 0 8.5 34.4 0 0.7 43.7 13.7 0 7 0 20.7 0.2 27 8 0.4 35.6 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : W Nevada-Laurel_PM Site Code : 00000005 Start Date : 5/14/2019 Page No : 2 North-South: Laurel Street East-West: W Nevada Street Weather: Cloudy Veh Type: All Vehicles From North W Nevada From East Larel St From South W Nevada From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 02:45 PM 02:45 PM 02:45 PM +0 mins.0 0 0 0 0 1 21 0 1 23 6 0 11 0 17 0 14 3 1 18 +15 mins.0 0 0 0 0 8 12 0 0 20 5 0 3 0 8 0 14 3 0 17 +30 mins.0 0 0 0 0 4 15 0 0 19 5 0 3 0 8 0 8 7 0 15 +45 mins.0 0 0 0 0 0 14 0 2 16 4 0 4 0 8 0 15 5 0 20 Total Volume 0 0 0 0 0 13 62 0 3 78 20 0 21 0 41 0 51 18 1 70 % App. Total 0 0 0 0 16.7 79.5 0 3.8 48.8 0 51.2 0 0 72.9 25.7 1.4 PHF .000 .000 .000 .000 .000 .406 .738 .000 .375 .848 .833 .000 .477 .000 .603 .000 .850 .643 .250 .875 W N e v a d a W N e v a d a Larel St Right 0 Thru 0 Left 0 Peds 0 In - Peak Hour: 02:45 PM 0 Rig h t 0 Th r u 62 Le f t 13 Pe d s 3 In - P e a k H o u r : 0 2 : 4 5 P M 78 Left20 Thru0 Right21 Peds0 In - Peak Hour: 02:45 PM41 Le f t 0 Th r u 51 Rig h t 18 Pe d s 1 In - P e a k H o u r : 0 2 : 4 5 P M 70 All Veh Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : Otis-Laurel_AM Site Code : 00000006 Start Date : 5/14/2019 Page No : 1 North-South: Laurel Street East-West: Otis Street Weather: Overcast, Cool Veh Type: All vehicles Groups Printed- Unshifted Laurel St From North Driveway From East Laurel St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 3 0 0 3 0 0 0 1 1 0 4 0 1 5 1 0 1 0 2 11 07:15 AM 0 9 0 1 10 0 0 0 0 0 0 3 0 1 4 0 0 1 0 1 15 07:30 AM 0 6 1 1 8 0 0 0 0 0 0 5 0 1 6 0 0 2 1 3 17 07:45 AM 0 11 1 1 13 0 0 0 7 7 0 12 0 3 15 2 0 1 1 4 39 Total 0 29 2 3 34 0 0 0 8 8 0 24 0 6 30 3 0 5 2 10 82 08:00 AM 0 18 1 0 19 0 0 0 4 4 0 26 0 4 30 3 0 1 3 7 60 08:15 AM 0 33 0 0 33 0 0 0 4 4 3 35 0 5 43 0 0 2 1 3 83 08:30 AM 0 11 2 1 14 1 0 0 2 3 0 9 0 0 9 0 0 2 0 2 28 08:45 AM 0 12 0 0 12 0 0 0 0 0 1 6 0 3 10 1 0 3 1 5 27 Total 0 74 3 1 78 1 0 0 10 11 4 76 0 12 92 4 0 8 5 17 198 Grand Total 0 103 5 4 112 1 0 0 18 19 4 100 0 18 122 7 0 13 7 27 280 Apprch %0 92 4.5 3.6 5.3 0 0 94.7 3.3 82 0 14.8 25.9 0 48.1 25.9 Total %0 36.8 1.8 1.4 40 0.4 0 0 6.4 6.8 1.4 35.7 0 6.4 43.6 2.5 0 4.6 2.5 9.6 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : Otis-Laurel_AM Site Code : 00000006 Start Date : 5/14/2019 Page No : 2 North-South: Laurel Street East-West: Otis Street Weather: Overcast, Cool Veh Type: All vehicles Laurel St From North Driveway From East Laurel St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 6 1 1 8 0 0 0 0 0 0 5 0 1 6 0 0 2 1 3 +15 mins.0 11 1 1 13 0 0 0 7 7 0 12 0 3 15 2 0 1 1 4 +30 mins.0 18 1 0 19 0 0 0 4 4 0 26 0 4 30 3 0 1 3 7 +45 mins.0 33 0 0 33 0 0 0 4 4 3 35 0 5 43 0 0 2 1 3 Total Volume 0 68 3 2 73 0 0 0 15 15 3 78 0 13 94 5 0 6 6 17 % App. Total 0 93.2 4.1 2.7 0 0 0 100 3.2 83 0 13.8 29.4 0 35.3 35.3 PHF .000 .515 .750 .500 .553 .000 .000 .000 .536 .536 .250 .557 .000 .650 .547 .417 .000 .750 .500 .607 Laurel St O t i s S t D r i v e w a y Laurel St Right 3 Thru 68 Left 0 Peds 2 In - Peak Hour: 07:30 AM 73 Rig h t 0 Th r u 0 Le f t 0 Pe d s 15 In - P e a k H o u r : 0 7 : 3 0 A M 15 Left3 Thru78 Right0 Peds13 In - Peak Hour: 07:30 AM94 Le f t 5 Th r u 0 Rig h t 6 Pe d s 6 In - P e a k H o u r : 0 7 : 3 0 A M 17 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : Otis-Laurel_PM Site Code : 00000004 Start Date : 5/14/2019 Page No : 1 North-South: Laurel Street East-West: Otis Street Weather: Overcast, Cool Veh Type: All Vehicles Groups Printed- Unshifted Laurel St From North Driveway From East Laurel St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 02:45 PM 0 20 0 0 20 0 0 0 4 4 3 22 0 9 34 1 0 1 0 2 60 Total 0 20 0 0 20 0 0 0 4 4 3 22 0 9 34 1 0 1 0 2 60 03:00 PM 0 25 1 0 26 0 0 0 0 0 2 10 0 7 19 0 0 3 0 3 48 03:15 PM 0 11 2 0 13 0 0 0 2 2 2 6 0 1 9 0 0 3 0 3 27 03:30 PM 0 11 0 0 11 0 0 0 0 0 1 12 0 0 13 1 0 1 2 4 28 03:45 PM 0 12 1 0 13 0 0 0 1 1 2 14 0 2 18 0 0 3 0 3 35 Total 0 59 4 0 63 0 0 0 3 3 7 42 0 10 59 1 0 10 2 13 138 04:00 PM 0 9 0 0 9 0 0 0 0 0 4 17 0 1 22 0 0 1 0 1 32 04:15 PM 0 8 0 0 8 0 0 0 1 1 2 12 0 2 16 2 1 3 3 9 34 04:30 PM 0 11 0 0 11 1 0 0 0 1 1 15 0 2 18 0 0 0 0 0 30 04:45 PM 0 13 3 0 16 0 0 0 2 2 3 12 0 0 15 0 0 0 0 0 33 Total 0 41 3 0 44 1 0 0 3 4 10 56 0 5 71 2 1 4 3 10 129 05:00 PM 0 8 2 0 10 0 0 0 1 1 2 10 0 0 12 0 0 3 0 3 26 05:15 PM 0 13 2 0 15 0 0 0 0 0 1 15 0 0 16 2 0 1 0 3 34 05:30 PM 0 9 3 0 12 0 0 0 1 1 1 9 0 1 11 0 0 1 1 2 26 Grand Total 0 150 14 0 164 1 0 0 12 13 24 154 0 25 203 6 1 20 6 33 413 Apprch %0 91.5 8.5 0 7.7 0 0 92.3 11.8 75.9 0 12.3 18.2 3 60.6 18.2 Total %0 36.3 3.4 0 39.7 0.2 0 0 2.9 3.1 5.8 37.3 0 6.1 49.2 1.5 0.2 4.8 1.5 8 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : Otis-Laurel_PM Site Code : 00000004 Start Date : 5/14/2019 Page No : 2 North-South: Laurel Street East-West: Otis Street Weather: Overcast, Cool Veh Type: All Vehicles Laurel St From North Driveway From East Laurel St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 02:45 PM 02:45 PM 02:45 PM +0 mins.0 20 0 0 20 0 0 0 4 4 3 22 0 9 34 1 0 1 0 2 +15 mins.0 25 1 0 26 0 0 0 0 0 2 10 0 7 19 0 0 3 0 3 +30 mins.0 11 2 0 13 0 0 0 2 2 2 6 0 1 9 0 0 3 0 3 +45 mins.0 11 0 0 11 0 0 0 0 0 1 12 0 0 13 1 0 1 2 4 Total Volume 0 67 3 0 70 0 0 0 6 6 8 50 0 17 75 2 0 8 2 12 % App. Total 0 95.7 4.3 0 0 0 0 100 10.7 66.7 0 22.7 16.7 0 66.7 16.7 PHF .000 .670 .375 .000 .673 .000 .000 .000 .375 .375 .667 .568 .000 .472 .551 .500 .000 .667 .250 .750 Laurel St O t i s S t D r i v e w a y Laurel St Right 3 Thru 67 Left 0 Peds 0 In - Peak Hour: 02:45 PM 70 Rig h t 0 Th r u 0 Le f t 0 Pe d s 6 In - P e a k H o u r : 0 2 : 4 5 P M 6 Left8 Thru50 Right0 Peds17 In - Peak Hour: 02:45 PM75 Le f t 2 Th r u 0 Rig h t 8 Pe d s 2 In - P e a k H o u r : 0 2 : 4 5 P M 12 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : randy-laurel Site Code : 00000002 Start Date : 5/14/2019 Page No : 1 North-South: Laurel Street East-West: Randy Street Weather: Overcast, 65 deg Veh Type: All Vehicles Groups Printed- Unshifted Laurel St From North Randy St From East Laurel St From South Randy St From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 3 0 0 3 0 0 0 0 0 2 1 1 1 5 0 0 0 0 0 8 07:15 AM 1 5 0 0 6 1 0 0 0 1 0 1 2 0 3 1 0 3 0 4 14 07:30 AM 3 4 0 0 7 1 0 0 0 1 0 2 4 0 6 0 0 2 1 3 17 07:45 AM 1 8 1 1 11 5 0 0 0 5 0 4 10 1 15 0 0 1 2 3 34 Total 5 20 1 1 27 7 0 0 0 7 2 8 17 2 29 1 0 6 3 10 73 08:00 AM 5 12 0 0 17 3 0 0 0 3 1 4 24 0 29 0 0 3 5 8 57 08:15 AM 4 9 0 0 13 20 0 5 0 25 2 2 32 1 37 0 2 2 1 5 80 08:30 AM 1 5 0 1 7 3 0 1 0 4 2 5 2 0 9 0 0 6 2 8 28 08:45 AM 0 7 0 0 7 1 1 0 1 3 1 5 1 4 11 1 0 3 0 4 25 Total 10 33 0 1 44 27 1 6 1 35 6 16 59 5 86 1 2 14 8 25 190 *** BREAK *** 02:45 PM 1 2 0 0 3 16 1 9 0 26 2 7 13 3 25 1 0 2 4 7 61 Total 1 2 0 0 3 16 1 9 0 26 2 7 13 3 25 1 0 2 4 7 61 03:00 PM 0 10 1 0 11 11 1 1 0 13 1 7 1 1 10 0 0 4 3 7 41 03:15 PM 0 12 0 0 12 0 0 1 0 1 1 6 0 4 11 0 1 2 0 3 27 03:30 PM 0 6 0 0 6 3 0 0 0 3 5 7 0 0 12 1 1 0 2 4 25 03:45 PM 0 9 1 0 10 2 0 0 0 2 2 11 1 1 15 0 0 3 0 3 30 Total 0 37 2 0 39 16 1 2 0 19 9 31 2 6 48 1 2 9 5 17 123 04:00 PM 0 2 0 0 2 3 0 1 0 4 5 10 2 0 17 1 0 3 2 6 29 04:15 PM 0 5 0 0 5 0 1 0 0 1 4 7 2 1 14 0 1 3 2 6 26 04:30 PM 2 5 1 0 8 2 1 0 0 3 3 11 1 0 15 0 1 3 2 6 32 04:45 PM 1 5 0 0 6 3 0 0 0 3 4 8 1 2 15 0 0 6 0 6 30 Total 3 17 1 0 21 8 2 1 0 11 16 36 6 3 61 1 2 15 6 24 117 05:00 PM 0 6 0 0 6 0 0 0 0 0 2 8 0 0 10 0 1 2 0 3 19 05:15 PM 1 5 0 0 6 1 0 0 0 1 5 10 4 0 19 0 1 5 0 6 32 05:30 PM 0 3 3 0 6 4 0 0 0 4 4 5 0 0 9 0 0 5 1 6 25 Grand Total 20 123 7 2 152 79 5 18 1 103 46 121 101 19 287 5 8 58 27 98 640 Apprch %13.2 80.9 4.6 1.3 76.7 4.9 17.5 1 16 42.2 35.2 6.6 5.1 8.2 59.2 27.6 Total %3.1 19.2 1.1 0.3 23.8 12.3 0.8 2.8 0.2 16.1 7.2 18.9 15.8 3 44.8 0.8 1.2 9.1 4.2 15.3 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : randy-laurel Site Code : 00000002 Start Date : 5/14/2019 Page No : 2 North-South: Laurel Street East-West: Randy Street Weather: Overcast, 65 deg Veh Type: All Vehicles Laurel St From North Randy St From East Laurel St From South Randy St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.3 4 0 0 7 1 0 0 0 1 0 2 4 0 6 0 0 2 1 3 +15 mins.1 8 1 1 11 5 0 0 0 5 0 4 10 1 15 0 0 1 2 3 +30 mins.5 12 0 0 17 3 0 0 0 3 1 4 24 0 29 0 0 3 5 8 +45 mins.4 9 0 0 13 20 0 5 0 25 2 2 32 1 37 0 2 2 1 5 Total Volume 13 33 1 1 48 29 0 5 0 34 3 12 70 2 87 0 2 8 9 19 % App. Total 27.1 68.8 2.1 2.1 85.3 0 14.7 0 3.4 13.8 80.5 2.3 0 10.5 42.1 47.4 PHF .650 .688 .250 .250 .706 .363 .000 .250 .000 .340 .375 .750 .547 .500 .588 .000 .250 .667 .450 .594 Laurel St R a n d y S t R a n d y S t Laurel St Right 1 Thru 33 Left 13 Peds 1 In - Peak Hour: 07:30 AM 48 Rig h t 5 Th r u 0 Le f t 29 Pe d s 0 In - P e a k H o u r : 0 7 : 3 0 A M 34 Left3 Thru12 Right70 Peds2 In - Peak Hour: 07:30 AM87 Le f t 0 Th r u 2 Rig h t 8 Pe d s 9 In - P e a k H o u r : 0 7 : 3 0 A M 19 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : randy-laurel Site Code : 00000002 Start Date : 5/14/2019 Page No : 3 North-South: Laurel Street East-West: Randy Street Weather: Overcast, 65 deg Veh Type: All Vehicles Laurel St From North Randy St From East Laurel St From South Randy St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 02:45 PM 02:45 PM 02:45 PM +0 mins.1 2 0 0 3 16 1 9 0 26 2 7 13 3 25 1 0 2 4 7 +15 mins.0 10 1 0 11 11 1 1 0 13 1 7 1 1 10 0 0 4 3 7 +30 mins.0 12 0 0 12 0 0 1 0 1 1 6 0 4 11 0 1 2 0 3 +45 mins.0 6 0 0 6 3 0 0 0 3 5 7 0 0 12 1 1 0 2 4 Total Volume 1 30 1 0 32 30 2 11 0 43 9 27 14 8 58 2 2 8 9 21 % App. Total 3.1 93.8 3.1 0 69.8 4.7 25.6 0 15.5 46.6 24.1 13.8 9.5 9.5 38.1 42.9 PHF .250 .625 .250 .000 .667 .469 .500 .306 .000 .413 .450 .964 .269 .500 .580 .500 .500 .500 .563 .750 Laurel St R a n d y S t R a n d y S t Laurel St Right 1 Thru 30 Left 1 Peds 0 In - Peak Hour: 02:45 PM 32 Rig h t 11 Th r u 2 Le f t 30 Pe d s 0 In - P e a k H o u r : 0 2 : 4 5 P M 43 Left9 Thru27 Right14 Peds8 In - Peak Hour: 02:45 PM58 Le f t 2 Th r u 2 Rig h t 8 Pe d s 9 In - P e a k H o u r : 0 2 : 4 5 P M 21 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : vansant-nevada Site Code : 00000001 Start Date : 5/14/2019 Page No : 1 North-South: Van Sant East-West: W Nevada St Weather: Overcast, Cool Veh Type: All Vehicles Groups Printed- Unshifted DW From North W Nevada From East Van Sant From South W Nevada From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 7 0 1 8 10 07:15 AM 0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 0 1 0 0 1 5 07:30 AM 0 0 0 0 0 1 4 0 0 5 0 0 1 0 1 0 5 0 0 5 11 07:45 AM 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 0 5 0 0 5 11 Total 0 0 0 0 0 2 10 0 0 12 0 0 5 1 6 0 18 0 1 19 37 08:00 AM 0 0 0 0 0 2 6 0 0 8 0 0 2 0 2 0 6 0 1 7 17 08:15 AM 0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 0 5 0 0 5 9 08:30 AM 0 0 0 0 0 1 3 0 0 4 0 0 1 0 1 0 0 0 1 1 6 08:45 AM 0 0 0 0 0 3 3 0 0 6 0 0 4 0 4 0 3 0 0 3 13 Total 0 0 0 0 0 6 15 0 0 21 0 0 8 0 8 0 14 0 2 16 45 *** BREAK *** 02:45 PM 0 0 0 0 0 2 1 0 0 3 0 0 1 1 2 0 2 0 3 5 10 Total 0 0 0 0 0 2 1 0 0 3 0 0 1 1 2 0 2 0 3 5 10 03:00 PM 0 0 0 0 0 1 2 0 0 3 0 0 1 0 1 0 7 0 0 7 11 03:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 2 0 0 2 4 03:30 PM 0 0 0 0 0 1 7 0 0 8 0 0 3 0 3 0 5 0 0 5 16 03:45 PM 0 0 0 0 0 1 8 0 0 9 0 0 2 0 2 0 4 0 0 4 15 Total 0 0 0 0 0 3 18 0 0 21 0 0 7 0 7 0 18 0 0 18 46 04:00 PM 0 0 0 0 0 4 1 0 0 5 0 0 1 0 1 0 2 0 0 2 8 04:15 PM 0 0 1 0 1 0 2 0 0 2 0 0 1 0 1 0 3 0 1 4 8 04:30 PM 0 0 0 0 0 3 4 0 0 7 0 0 4 0 4 0 1 0 0 1 12 04:45 PM 0 0 0 0 0 3 6 0 0 9 0 0 4 0 4 0 4 0 0 4 17 Total 0 0 1 0 1 10 13 0 0 23 0 0 10 0 10 0 10 0 1 11 45 05:00 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 4 05:15 PM 0 0 0 0 0 1 2 0 0 3 0 0 1 0 1 0 0 0 0 0 4 05:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 2 0 2 0 1 0 0 1 7 Grand Total 0 0 1 0 1 24 66 0 0 90 0 0 34 2 36 0 64 0 7 71 198 Apprch %0 0 100 0 26.7 73.3 0 0 0 0 94.4 5.6 0 90.1 0 9.9 Total %0 0 0.5 0 0.5 12.1 33.3 0 0 45.5 0 0 17.2 1 18.2 0 32.3 0 3.5 35.9 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : vansant-nevada Site Code : 00000001 Start Date : 5/14/2019 Page No : 2 North-South: Van Sant East-West: W Nevada St Weather: Overcast, Cool Veh Type: All Vehicles DW From North W Nevada From East Van Sant From South W Nevada From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 1 4 0 0 5 0 0 1 0 1 0 5 0 0 5 +15 mins.0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 0 5 0 0 5 +30 mins.0 0 0 0 0 2 6 0 0 8 0 0 2 0 2 0 6 0 1 7 +45 mins.0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 0 5 0 0 5 Total Volume 0 0 0 0 0 4 16 0 0 20 0 0 6 0 6 0 21 0 1 22 % App. Total 0 0 0 0 20 80 0 0 0 0 100 0 0 95.5 0 4.5 PHF .000 .000 .000 .000 .000 .500 .667 .000 .000 .625 .000 .000 .750 .000 .750 .000 .875 .000 .250 .786 DW W N e v a d a W N e v a d a Van Sant Right 0 Thru 0 Left 0 Peds 0 In - Peak Hour: 07:30 AM 0 Rig h t 0 Th r u 16 Le f t 4 Pe d s 0 In - P e a k H o u r : 0 7 : 3 0 A M 20 Left0 Thru0 Right6 Peds0 In - Peak Hour: 07:30 AM6 Le f t 0 Th r u 21 Rig h t 0 Pe d s 1 In - P e a k H o u r : 0 7 : 3 0 A M 22 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : vansant-nevada Site Code : 00000001 Start Date : 5/14/2019 Page No : 3 North-South: Van Sant East-West: W Nevada St Weather: Overcast, Cool Veh Type: All Vehicles DW From North W Nevada From East Van Sant From South W Nevada From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 02:45 PM 02:45 PM 02:45 PM +0 mins.0 0 0 0 0 2 1 0 0 3 0 0 1 1 2 0 2 0 3 5 +15 mins.0 0 0 0 0 1 2 0 0 3 0 0 1 0 1 0 7 0 0 7 +30 mins.0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 2 0 0 2 +45 mins.0 0 0 0 0 1 7 0 0 8 0 0 3 0 3 0 5 0 0 5 Total Volume 0 0 0 0 0 4 11 0 0 15 0 0 6 1 7 0 16 0 3 19 % App. Total 0 0 0 0 26.7 73.3 0 0 0 0 85.7 14.3 0 84.2 0 15.8 PHF .000 .000 .000 .000 .000 .500 .393 .000 .000 .469 .000 .000 .500 .250 .583 .000 .571 .000 .250 .679 DW W N e v a d a W N e v a d a Van Sant Right 0 Thru 0 Left 0 Peds 0 In - Peak Hour: 02:45 PM 0 Rig h t 0 Th r u 11 Le f t 4 Pe d s 0 In - P e a k H o u r : 0 2 : 4 5 P M 15 Left0 Thru0 Right6 Peds1 In - Peak Hour: 02:45 PM7 Le f t 0 Th r u 16 Rig h t 0 Pe d s 3 In - P e a k H o u r : 0 2 : 4 5 P M 19 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : willow-otis Site Code : 00000003 Start Date : 5/16/2019 Page No : 1 North-South: Willow Street East-West: Otis Street Weather: Overcast Veh Type: All Vehicles Groups Printed- Unshifted From North Otis St From East Willow St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 2 0 0 2 0 0 0 1 1 0 0 0 0 0 3 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1 1 2 07:30 AM 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 2 07:45 AM 0 0 0 0 0 1 0 0 0 1 0 0 0 1 1 0 1 1 0 2 4 Total 0 0 0 0 0 2 2 0 0 4 0 0 2 2 4 0 1 1 1 3 11 08:00 AM 0 0 0 2 2 2 0 0 0 2 2 0 2 3 7 0 1 0 0 1 12 08:15 AM 0 0 0 1 1 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 3 08:30 AM 0 0 0 0 0 2 1 0 0 3 0 0 4 2 6 0 3 1 0 4 13 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 Total 0 0 0 3 3 5 1 0 0 6 2 0 8 5 15 0 4 1 0 5 29 *** BREAK *** 02:45 PM 0 0 0 0 0 1 1 0 0 2 2 0 2 1 5 0 1 0 0 1 8 Total 0 0 0 0 0 1 1 0 0 2 2 0 2 1 5 0 1 0 0 1 8 03:00 PM 0 0 0 0 0 1 3 0 0 4 0 0 1 0 1 0 0 1 0 1 6 03:15 PM 0 0 0 0 0 1 1 0 0 2 1 0 1 0 2 0 4 1 0 5 9 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 2 03:45 PM 0 0 0 0 0 1 1 0 0 2 1 0 0 0 1 0 0 2 0 2 5 Total 0 0 0 0 0 3 5 0 0 8 2 0 4 0 6 0 4 4 0 8 22 04:00 PM 0 0 0 0 0 0 1 0 0 1 1 0 1 0 2 0 1 0 0 1 4 04:15 PM 0 0 0 0 0 0 0 0 3 3 1 0 1 0 2 0 0 1 0 1 6 04:30 PM 0 0 0 0 0 1 1 0 0 2 0 0 1 0 1 0 2 3 0 5 8 04:45 PM 0 0 0 0 0 2 1 0 1 4 2 0 0 0 2 0 0 2 1 3 9 Total 0 0 0 0 0 3 3 0 4 10 4 0 3 0 7 0 3 6 1 10 27 05:00 PM 0 0 0 0 0 2 0 0 0 2 4 0 0 0 4 0 0 1 0 1 7 05:15 PM 0 0 0 0 0 0 2 0 0 2 2 0 0 0 2 0 1 0 0 1 5 05:30 PM 0 0 0 0 0 2 1 0 0 3 2 0 1 0 3 0 0 0 0 0 6 Grand Total 0 0 0 3 3 18 15 0 4 37 18 0 20 8 46 0 14 13 2 29 115 Apprch %0 0 0 100 48.6 40.5 0 10.8 39.1 0 43.5 17.4 0 48.3 44.8 6.9 Total %0 0 0 2.6 2.6 15.7 13 0 3.5 32.2 15.7 0 17.4 7 40 0 12.2 11.3 1.7 25.2 SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : willow-otis Site Code : 00000003 Start Date : 5/16/2019 Page No : 2 North-South: Willow Street East-West: Otis Street Weather: Overcast Veh Type: All Vehicles From North Otis St From East Willow St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 +15 mins.0 0 0 0 0 1 0 0 0 1 0 0 0 1 1 0 1 1 0 2 +30 mins.0 0 0 2 2 2 0 0 0 2 2 0 2 3 7 0 1 0 0 1 +45 mins.0 0 0 1 1 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 Total Volume 0 0 0 3 3 5 0 0 0 5 2 0 4 4 10 0 2 1 0 3 % App. Total 0 0 0 100 100 0 0 0 20 0 40 40 0 66.7 33.3 0 PHF .000 .000 .000 .375 .375 .625 .000 .000 .000 .625 .250 .000 .500 .333 .357 .000 .500 .250 .000 .375 O t i s S t O t i s S t Willow St Right 0 Thru 0 Left 0 Peds 3 In - Peak Hour: 07:30 AM 3 Rig h t 0 Th r u 0 Le f t 5 Pe d s 0 In - P e a k H o u r : 0 7 : 3 0 A M 5 Left2 Thru0 Right4 Peds4 In - Peak Hour: 07:30 AM10 Le f t 0 Th r u 2 Rig h t 1 Pe d s 0 In - P e a k H o u r : 0 7 : 3 0 A M 3 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell File Name : willow-otis Site Code : 00000003 Start Date : 5/16/2019 Page No : 4 North-South: Willow Street East-West: Otis Street Weather: Overcast Veh Type: All Vehicles From North Otis St From East Willow St From South Otis St From West Start Time Left Thru Right Peds App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Int. Total Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 02:45 PM 02:45 PM 02:45 PM +0 mins.0 0 0 0 0 1 1 0 0 2 2 0 2 1 5 0 1 0 0 1 +15 mins.0 0 0 0 0 1 3 0 0 4 0 0 1 0 1 0 0 1 0 1 +30 mins.0 0 0 0 0 1 1 0 0 2 1 0 1 0 2 0 4 1 0 5 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 Total Volume 0 0 0 0 0 3 5 0 0 8 3 0 6 1 10 0 5 2 0 7 % App. Total 0 0 0 0 37.5 62.5 0 0 30 0 60 10 0 71.4 28.6 0 PHF .000 .000 .000 .000 .000 .750 .417 .000 .000 .500 .375 .000 .750 .250 .500 .000 .313 .500 .000 .350 O t i s S t O t i s S t Willow St Right 0 Thru 0 Left 0 Peds 0 In - Peak Hour: 02:45 PM 0 Rig h t 0 Th r u 5 Le f t 3 Pe d s 0 In - P e a k H o u r : 0 2 : 4 5 P M 8 Left3 Thru0 Right6 Peds1 In - Peak Hour: 02:45 PM10 Le f t 0 Th r u 5 Rig h t 2 Pe d s 0 In - P e a k H o u r : 0 2 : 4 5 P M 7 Unshifted Peak Hour Data North SOUTHERNOREGON TRANSPORTATION ENGINEERING Medford, Oregon 97504 | Kim.parducci@gmail.com | (541) 941-4148 cell TR E N D 1 - J a n 1 5 - J a n 1 - F e b 1 5 - F e b 1 - M a r 1 5 - M a r 1 - A p r 1 5 - A p r 1 - M a y 1 5 - M a y 1 - J un 1 5 - J u n 1 - J u l 1 5 - J u l 1 - A u g 1 5 - A u g 1 - S e p 1 5 - S e p 1 - O c t 1 5 - O c t 1 - N o v 1 5 - N o v 1-D e c 1 5 - D e c IN T E R S T A T E U R B A N I Z E D 1.0 5 0 5 1.0 6 5 9 1. 0 3 6 0 1.0 0 6 1 0 . 9 8 8 1 0 . 9 7 0 1 0 . 9 6 1 6 0.9 5 3 0 0.9 5 4 4 0.9 5 5 8 0.9 3 3 9 0. 9 1 2 0 0.9 1 2 7 0.9 1 5 4 0.9 1 1 6 0.9 0 7 8 0.9 2 7 9 0.9 4 8 1 0 . 9 5 3 6 0.9 5 9 2 0.9 7 8 9 0.9 9 8 6 1. 0 2 1 0 1.0 4 3 4 0.9 0 7 8 0.0 8 2 4 IN T E R S T A T E N O N U R B A N I Z E D 1.2 2 7 6 1.2 8 6 0 1. 2 3 4 3 1.1 8 2 5 1.1 2 4 4 1.0 6 6 2 1.0 5 6 2 1.0 4 6 1 1 . 0 2 2 1 0 . 9 9 8 1 0 . 9 5 3 2 0. 9 0 8 2 0.8 8 5 0 0.8 5 7 5 0.8 5 6 9 0.8 5 6 4 0.9 0 1 1 0 . 9 4 5 8 0. 9 8 3 3 1.0 2 0 7 1.0 4 2 9 1.0 6 5 0 1. 1 1 2 8 1.1 6 0 5 0.8 5 6 4 0.1 2 2 5 CO M M U T E R 1.0 5 7 8 1.0 6 3 5 1. 0 3 3 7 1.0 0 3 8 0.9 9 4 3 0.9 8 4 9 0.9 6 9 3 0.9 5 3 8 0.9 4 8 8 0.9 4 3 9 0.9 4 9 1 0 . 9 5 4 3 0.9 3 2 1 0 . 9 1 0 7 0.9 0 7 2 0.9 0 3 7 0.9 1 9 8 0.9 3 5 9 0. 9 4 3 1 0 . 9 5 0 4 0.9 8 0 8 1.0 1 1 3 1. 0 3 7 5 1.0 6 3 7 0.9 0 3 7 0.0 9 9 7 CO A S T A L D E S T I N A T I O N 1.2 1 4 4 1.2 2 5 5 1. 1 8 0 7 1.1 3 5 9 1.1 0 4 8 1.0 7 3 7 1.0 7 2 9 1.0 7 2 1 1 . 0 4 7 3 1.0 2 2 4 0.9 8 0 5 0. 9 3 8 5 0.8 8 5 3 0.8 2 0 6 0.8 2 0 4 0.8 2 0 2 0.8 7 2 6 0.9 2 5 1 0 . 9 8 6 2 1.0 4 7 4 1.1 0 5 3 1.1 6 3 2 1. 1 9 1 1 1 . 2 1 9 0 0.8 2 0 2 0.1 2 1 6 CO A S T A L D E S T I N A T I O N R O U T E 1.4 6 4 8 1.5 0 0 7 1. 4 1 8 2 1.3 3 5 7 1.2 7 1 9 1.2 0 8 0 1.1 9 7 2 1.1 8 6 4 1.1 2 5 8 1.0 6 5 2 1.0 0 5 8 0. 9 4 6 4 0.8 6 7 3 0.7 6 6 0 0.7 6 8 1 0 . 7 7 0 3 0.8 3 8 3 0.9 0 6 3 1. 0 1 0 4 1.1 1 4 5 1.1 9 9 6 1.2 8 4 8 1. 3 5 6 6 1.4 2 8 4 0.7 6 6 0 0.1 6 3 0 AG R I C U L T U R E 1.2 6 6 0 1.2 8 8 4 1. 2 3 4 1 1 . 1 7 9 8 1.1 4 0 0 1.1 0 0 2 1.0 6 2 4 1.0 2 4 6 0.9 7 9 8 0.9 3 5 1 0 . 9 0 3 8 0. 8 7 2 5 0.8 5 3 8 0.8 3 1 9 0.8 3 1 7 0.8 3 1 5 0.8 3 9 7 0.8 4 7 9 0. 8 8 4 4 0.9 2 0 8 0.9 9 3 6 1.0 6 6 4 1. 1 6 3 2 1.2 6 0 0 0.8 3 1 5 0.1 4 0 7 RE C R E A T I O N A L S U M M E R 1.6 7 7 2 1.7 2 3 4 1. 6 6 7 8 1.6 1 2 2 1.5 2 5 1 1 . 4 3 8 0 1.3 8 5 5 1.3 3 3 0 1.1 8 2 3 1.0 3 1 7 0.9 4 7 3 0. 8 6 2 8 0.8 0 2 8 0.7 3 0 3 0.7 4 4 9 0.7 5 9 6 0.8 1 7 9 0.8 7 6 3 0. 9 8 8 8 1.1 0 1 3 1.2 4 6 9 1.3 9 2 5 1. 4 7 5 2 1.5 5 7 9 0.7 3 0 3 0.1 9 5 4 RE C R E A T I O N A L S U M M E R W I N T E R 1.1 7 3 3 1.2 2 5 6 1. 2 4 4 6 1.2 6 3 5 1.2 9 4 5 1.3 2 5 5 1.4 4 8 1 1 . 5 7 0 6 1.5 4 1 1 1 . 5 1 1 5 1.3 0 1 3 1. 0 9 1 1 0 . 9 7 9 3 0.8 3 0 7 0.8 6 8 7 0.9 0 6 8 1.0 4 7 9 1.1 8 8 9 1. 4 1 8 8 1.6 2 7 0 1.7 0 9 8 1.7 7 1 0 1. 4 1 3 5 1.0 5 6 2 0.8 3 0 7 0.2 2 6 0 RE C R E A T I O N A L W I N T E R 1.0 0 3 1 0 . 9 9 0 9 0. 9 9 5 6 1.0 0 0 2 1.0 1 6 5 1.0 3 2 8 1.2 6 1 4 1.4 8 9 9 1.8 6 3 5 2.2 3 7 2 1.9 3 4 4 1. 6 3 1 7 1.4 3 8 3 1.1 3 3 9 1.1 5 9 7 1.1 8 5 5 1.3 2 2 2 1.4 5 8 8 1. 7 5 5 6 2.0 5 2 5 2.3 7 4 1 2 . 6 9 5 7 1. 8 7 9 5 1.0 6 3 4 0.9 9 0 9 0.3 3 1 4 SU M M E R 1.2 1 2 5 1.2 4 2 4 1. 1 9 9 5 1.1 5 6 7 1.1 2 1 2 1.0 8 5 6 1.0 5 6 1 1 . 0 2 6 5 0.9 9 2 9 0.9 5 9 3 0.9 2 4 1 0 . 8 8 8 8 0.8 6 4 8 0.8 3 5 0 0.8 3 9 5 0.8 4 4 0 0.8 7 7 5 0.9 1 1 0 0. 9 4 5 2 0.9 7 9 4 1.0 3 6 3 1.0 9 3 3 1. 1 4 0 8 1.1 8 8 4 0.8 3 5 0 0.1 1 4 7 SU M M E R < 2 5 0 0 1.2 9 6 9 1.3 2 9 2 1. 2 8 2 5 1.2 3 5 9 1.1 7 8 6 1.1 2 1 3 1.0 7 1 9 1.0 2 2 5 0.9 7 2 1 0 . 9 2 1 7 0.8 9 0 1 0 . 8 5 8 4 0.8 3 9 1 0 . 8 1 5 4 0.8 2 3 4 0.8 3 1 4 0.8 4 6 0 0.8 6 0 6 0. 9 0 0 4 0.9 4 0 1 1 . 0 1 3 8 1.0 8 7 5 1. 1 7 5 8 1.2 6 4 2 0.8 1 5 4 0.1 3 7 1 Co m m u t e r *S e a s o n a l T r e n d T a b l e f a c t o r s a r e b a s e d o n p r e v i o u s y e a r A T R d a ta . T h e t a b l e i s u p d a t e d y e a r l y . 5/1 4 / 2 0 1 9 0.9 4 4 2 *G r e y s h a d i n g i n d i c a t e s m o n t h s w e r e s e a s o n a l f a c t o r i s g r e a t e r th a n 3 0 % Pe a k 0.9 0 3 7 Ad j 1.0 4 4 8 SE A S O N A L T R E N D T A B L E ( U p d a t e d : 9 / 1 9 / 2 0 1 7 ) Se a s o n a l T r e n d Pe a k P e r i o d Fa c t o r Se a s o n a l T r e n d K3 0 V a l u e Ex i s t i n g Y e a r 2 0 1 9 N o - B u i l d - A M P e a k H o u r ( 7 : 3 0 - 8 : 3 0 a . m . ) 00 00 0 0 00 0 00 0 0 0 0 16 0 0 . 7 1 0 2 0 54 0 0 5 4 5 4 0 0 . 7 5 0 6 0 21 Va n S a n t / N e v a d a 16 10 2 Ne v a d a / W i l l o w 54 7 2 Ne v a d a / L a u r e l 46 21 0 7 : 3 0 - 8 : 3 0 4 2 7 10 2 0 7 : 3 0 - 8 : 3 0 0 1 0 2 1 0 2 3 0 7 : 3 0 - 8 : 3 0 1 4 8 0 00 6 00 0 8 0 8 46 0 0 4 4 1 6 46 00 47 1 7 40 0 00 0 13 3 1 3 4 6 0 0 0 0 0 0 4 0 0 . 5 9 5 3 4 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 0 6 0 7 : 3 0 - 8 : 3 0 0 0 4 2 - U n i t 0 0 7 : 3 0 - 8 : 3 0 0 0 1 0 8 7 : 3 0 - 8 : 3 0 2 9 8 5 0 0 0 S u b d i v i s i o n 0 0 0 31 2 7 0 00 00 70 8 5 31 a . m . t r i p s 3 2 0 0 7 1 8 3 (8 i n , 2 3 o u t ) 0 0 3 0 0 0 3 6 8 0 00 2 2 2 0 0.4 4 05 6 5 0 . 6 0 0 0 Ot i s / S i t e D W 02 Ot i s / W i l l o w 00 Ot i s / L a u r e l 0 0 0 7 : 3 0 - 8 : 3 0 03 3 1 7: 3 0 - 8 : 3 0 5 6 1 1 6 7 : 3 0 - 8 : 3 0 0 0 00 0 2 0 4 3 7 8 0 00 6 6 7 4 8 1 Se a s o n a l l y A d j 2 0 1 9 N o - B u i l d - A M P e a k H o u r ( 7 : 3 0 - 8 : 3 0 a . m . ) 1.0 4 00 00 0 0 00 0 00 0 0 0 0 17 0 0 . 7 1 0 2 1 56 0 0 5 6 5 6 0 0 . 7 5 0 6 2 22 Va n S a n t / N e v a d a 17 10 6 Ne v a d a / W i l l o w 56 7 5 Ne v a d a / L a u r e l 48 22 0 7 : 3 0 - 8 : 3 0 4 2 8 10 6 0 7 : 3 0 - 8 : 3 0 0 1 0 6 1 0 6 3 1 7 : 3 0 - 8 : 3 0 1 5 8 3 00 6 00 0 8 0 8 46 0 0 4 6 1 7 46 00 49 1 8 40 0 00 0 13 4 1 4 4 6 0 0 0 0 0 0 4 0 0 . 5 9 5 3 5 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 0 6 0 7 : 3 0 - 8 : 3 0 0 0 4 2 - U n i t 0 0 7 : 3 0 - 8 : 3 0 0 0 1 0 8 7 : 3 0 - 8 : 3 0 3 0 8 8 0 0 0 S u b d i v i s i o n 0 0 0 31 2 7 3 00 00 73 8 8 31 a . m . t r i p s 3 2 0 0 7 4 8 6 (8 i n , 2 3 o u t ) 0 0 3 0 0 0 3 7 1 0 00 2 2 2 0 0.4 4 05 6 5 0 . 6 0 0 0 Ot i s / S i t e D W 02 Ot i s / W i l l o w 00 Ot i s / L a u r e l 0 0 0 7 : 3 0 - 8 : 3 0 03 3 1 7: 3 0 - 8 : 3 0 5 6 1 1 6 7 : 3 0 - 8 : 3 0 0 0 00 0 2 0 4 3 8 1 0 00 6 6 7 7 8 4 Gr o w t h 2 0 1 9 - 2 0 2 2 ( C i t y T S P s h o w s 1 . 6 % a n n u a l l y a t H e r s e y / O a k a n d 1 . 0 % a n n u a l l y a t N e v a d a / O a k ) ( 1 . 6 % a n n u a l g r o w t h f o r 3 y e a r s i s a f a c t o r o f 1 . 0 4 8 ) 1.0 4 8 00 De s i g n Y e a r 2 0 2 2 N o - B u i l d - A M P e a k H o u r 00 0 0 00 0 00 0 0 0 0 20 0 0 . 7 1 0 2 4 59 0 0 5 9 5 9 0 0 . 7 5 0 6 5 26 Va n S a n t / N e v a d a 20 11 1 Ne v a d a / W i l l o w 59 7 8 Ne v a d a / L a u r e l 50 26 0 7 : 3 0 - 8 : 3 0 4 3 2 11 1 0 7 : 3 0 - 8 : 3 0 0 1 1 1 1 1 1 3 3 7 : 3 0 - 8 : 3 0 1 5 8 7 00 6 00 0 9 0 9 46 0 0 4 8 1 7 46 00 51 1 9 40 0 00 0 13 6 1 4 4 6 0 0 0 0 0 0 4 0 0 . 5 9 5 3 7 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 0 6 0 7 : 3 0 - 8 : 3 0 0 0 4 2 - U n i t 0 0 7 : 3 0 - 8 : 3 0 0 0 1 1 9 7 : 3 0 - 8 : 3 0 3 2 9 3 0 0 0 S u b d i v i s i o n 0 0 0 31 3 7 6 00 00 76 9 3 31 a . m . t r i p s 3 2 0 0 7 7 9 0 (8 i n , 2 3 o u t ) 0 0 3 0 0 0 3 7 4 0 00 2 2 2 0 0.4 4 05 7 5 0 . 6 0 0 0 Ot i s / S i t e D W 02 Ot i s / W i l l o w 00 Ot i s / L a u r e l 0 0 0 7 : 3 0 - 8 : 3 0 03 3 1 7: 3 0 - 8 : 3 0 5 7 1 2 7 7 : 3 0 - 8 : 3 0 0 0 00 0 2 0 4 3 8 5 0 00 7 7 8 1 8 8 De v e l o p m e n t T r i p s - A M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 0 0 0 . 7 1 0 0 00 0 0 0 0 0.7 5 0 2 0 Va n S a n t / N e v a d a 0 0 Ne v a d a / W i l l o w 00 Ne v a d a / L a u r e l 0 0 0 7 : 3 0 - 8 : 3 0 0 0 0 0 7 : 3 0 - 8 : 3 0 00 0 0 7:3 0 - 8 : 3 0 2 3 00 0 00 0 0 0 3 00 00 2 3 00 00 23 00 0 00 0 11 0 0 0 0 0 3 0 0 3 3 0 0 . 5 9 0 1 0 Va n S a n t / S i t e D W 0 11 Ra n d y / S i t e D W 3 2 Ra n d y / L a u r e l 0 0 0 7 : 3 0 - 8 : 3 0 0 0 4 2 - U n i t 1 1 0 7 : 3 0 - 8 : 3 0 0 1 1 1 1 9 7 : 3 0 - 8 : 3 0 1 4 0 0 0 S u b d i v i s i o n 0 0 0 23 2 00 00 11 7 31 a . m . t r i p s 0 0 0 0 1 1 7 (8 i n , 2 3 o u t ) 0 0 0 0 0 0 2 9 0 50 0 5 5 0 0.4 4 04 4 5 0 . 6 0 0 12 Ot i s / S i t e D W 51 1 Ot i s / W i l l o w 40 Ot i s / L a u r e l 0 12 0 7 : 3 0 - 8 : 3 0 0 1 2 1 2 1 7 : 3 0 - 8 : 3 0 0 1 1 1 1 6 7 : 3 0 - 8 : 3 0 0 0 00 0 1 0 0 2 2 0 00 1 1 1 5 4 Re - r o u t e d t r i p s f r o m s u b d i v i s i o n t o t h e N W - A M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 -1 0 0 0 . 7 1 0 - 1 2 -1 2 0 0 - 1 2 - 1 2 0 0 . 7 5 0 - 4 -1 3 Va n S a n t / N e v a d a -1 0 -1 6 Ne v a d a / W i l l o w -1 2 0 Ne v a d a / L a u r e l -4 -1 3 0 7 : 3 0 - 8 : 3 0 - 2 - 1 6 -1 6 0 7 : 3 0 - 8 : 3 0 0 - 1 6 - 1 6 - 1 6 7 : 3 0 - 8 : 3 0 0 0 00 - 3 00 0 - 8 0 0 -2 - 3 0 0 - 1 6 - 8 -2 - 3 00 -1 6 - 8 -2 0 0 00 0 0 - 1 3 - 3 6 - 3 0 8 6 0 0 6 6 0 0 . 5 9 - 3 0 16 Va n S a n t / S i t e D W 8 8 Ra n d y / S i t e D W 6 4 Ra n d y / L a u r e l 3 13 0 7 : 3 0 - 8 : 3 0 0 1 6 4 2 - U n i t 8 0 7 : 3 0 - 8 : 3 0 0 8 8 4 7 : 3 0 - 8 : 3 0 0 1 0 0 0 S u b d i v i s i o n 0 0 0 3-5 0 00 00 -9 - 2 31 a . m . t r i p s 0 0 0 0 - 9 - 2 (8 i n , 2 3 o u t ) 0 0 0 0 0 0 0 - 9 0 60 0 6 6 0 0.4 4 00 0 0 0 . 6 0 0 8 Ot i s / S i t e D W 60 Ot i s / W i l l o w 00 Ot i s / L a u r e l 0 8 0 7 : 3 0 - 8 : 3 0 08 8 8 7: 3 0 - 8 : 3 0 00 0 0 7:3 0 - 8 : 3 0 0 0 00 0 6 0 0 0 - 2 0 00 8 6 - 9 - 2 De s i g n Y e a r 2 0 2 2 B u i l d - A M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 10 0 0 . 7 1 0 1 2 47 0 0 4 7 4 7 0 0 . 7 5 0 6 3 13 Va n S a n t / N e v a d a 10 95 Ne v a d a / W i l l o w 47 7 8 Ne v a d a / L a u r e l 46 13 0 7 : 3 0 - 8 : 3 0 2 1 6 95 0 7 : 3 0 - 8 : 3 0 0 9 5 9 5 1 7 7 : 3 0 - 8 : 3 0 1 7 9 0 00 3 00 0 1 0 1 2 23 0 0 3 4 1 2 23 00 37 1 4 20 0 00 0 22 4 1 1 10 3 0 8 9 0 0 9 1 3 0 0 . 5 9 2 3 8 16 Va n S a n t / S i t e D W 8 19 Ra n d y / S i t e D W 9 8 Ra n d y / L a u r e l 3 19 0 7 : 3 0 - 8 : 3 0 0 1 6 4 2 - U n i t 1 9 0 7 : 3 0 - 8 : 3 0 0 1 9 3 0 2 2 7 : 3 0 - 8 : 3 0 3 3 9 8 0 0 0 S u b d i v i s i o n 0 0 0 81 1 7 8 00 00 78 9 8 31 a . m . t r i p s 3 2 0 0 7 9 9 5 (8 i n , 2 3 o u t ) 0 0 3 0 0 0 5 7 4 0 11 0 2 1 3 1 3 0 0 . 4 4 0 9 1 1 1 0 0 . 6 0 0 20 Ot i s / S i t e D W 11 1 3 Ot i s / W i l l o w 40 Ot i s / L a u r e l 0 20 0 7 : 3 0 - 8 : 3 0 0 2 3 2 3 1 0 7 : 3 0 - 8 : 3 0 5 1 8 2 3 1 3 7 : 3 0 - 8 : 3 0 0 0 00 0 9 0 4 5 8 5 0 0 0 1 6 1 4 8 7 9 0 Ex i s t i n g Y e a r 2 0 1 9 N o - B u i l d - P M P e a k H o u r ( 2 : 4 5 - 3 : 4 5 p . m . ) 00 00 0 0 00 0 00 0 0 0 0 11 0 0 . 6 9 0 1 5 82 0 0 8 2 8 2 0 0 . 8 1 0 7 5 16 Va n S a n t / N e v a d a 11 69 Ne v a d a / W i l l o w 82 5 1 Ne v a d a / L a u r e l 62 16 0 2 : 4 5 - 3 : 4 5 4 2 2 69 0 2 : 4 5 - 3 : 4 5 0 6 9 6 9 1 8 2 : 4 5 - 3 : 4 5 1 3 7 2 00 6 00 0 2 0 0 2 1 46 0 0 3 1 4 1 46 00 32 4 0 40 0 00 0 13 0 1 4 6 0 0 0 0 0 0 1 2 2 0 . 6 3 1 1 4 3 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 2 6 0 2 : 4 5 - 3 : 4 5 0 0 4 2 - U n i t 0 0 2 : 4 5 - 3 : 4 5 0 0 1 2 8 2 : 4 5 - 3 : 4 5 3 0 1 7 0 0 0 S u b d i v i s i o n 0 0 0 92 7 1 4 00 00 68 5 0 42 p . m . t r i p s 0 0 0 0 7 0 5 2 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 3 6 7 0 00 0 0 8 0 0.6 9 0 8 1 1 2 0 . 6 8 0 0 0 Ot i s / S i t e D W 05 Ot i s / W i l l o w 50 Ot i s / L a u r e l 0 0 0 2 : 4 5 - 3 : 4 5 00 7 2 2:4 5 - 3 : 4 5 3 1 1 1 0 8 2 : 4 5 - 3 : 4 5 0 0 00 0 3 0 6 8 5 0 0 00 5 9 7 5 5 8 Se a s o n a l l y A d j 2 0 1 9 N o - B u i l d - P M P e a k H o u r (2 : 4 5 - 3 : 4 5 p . m . ) 1.0 4 00 00 0 0 00 0 00 0 0 0 0 11 0 0 . 6 9 0 1 5 85 0 0 8 5 8 5 0 0 . 8 1 0 7 8 17 Va n S a n t / N e v a d a 11 72 Ne v a d a / W i l l o w 85 5 3 Ne v a d a / L a u r e l 64 17 0 2 : 4 5 - 3 : 4 5 4 2 3 72 0 2 : 4 5 - 3 : 4 5 0 7 2 7 2 1 9 2 : 4 5 - 3 : 4 5 1 4 7 5 00 6 00 0 2 1 0 2 2 46 0 0 3 2 4 3 46 00 33 4 2 40 0 00 0 13 1 1 4 6 0 0 0 0 0 0 1 2 2 0 . 6 3 1 1 4 5 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 2 6 0 2 : 4 5 - 3 : 4 5 0 0 4 2 - U n i t 0 0 2 : 4 5 - 3 : 4 5 0 0 1 2 8 2 : 4 5 - 3 : 4 5 3 1 1 8 0 0 0 S u b d i v i s i o n 0 0 0 92 8 1 5 00 00 71 5 2 42 p . m . t r i p s 0 0 0 0 7 3 5 4 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 3 7 0 0 00 0 0 8 0 0.6 9 0 8 1 1 2 0 . 6 8 0 0 0 Ot i s / S i t e D W 05 Ot i s / W i l l o w 50 Ot i s / L a u r e l 0 0 0 2 : 4 5 - 3 : 4 5 00 7 2 2:4 5 - 3 : 4 5 3 1 1 1 0 8 2 : 4 5 - 3 : 4 5 0 0 00 0 30 6 85 2 0 00 59 7860 Gr o w t h 2 0 1 9 - 2 0 2 2 ( C i t y T S P s h o w s 1 . 6 % a n n u a l l y a t H e r s e y / O a k a n d 1 . 0 % a n n u a l l y a t N e v a d a / O a k ) ( 1 . 6 % a n n u a l g r o w t h f o r 3 y e a r s i s a f a c t o r o f 1 . 0 4 8 ) 1.0 4 8 00 De s i g n Y e a r 2 0 2 2 N o - B u i l d - P M P e a k H o u r 00 00 00 0 00 0 00 0 16 0 0.6 9 0 2 0 89 0 0 8 9 8 9 0 0.8 1 0 8 2 22 Va n S a n t / N e v a d a 16 75 Ne v a d a / W i l l o w 89 56 Ne v a d a / L a u r e l 68 22 0 2 : 4 5 - 3 : 4 5 4 2 8 75 0 2 : 4 5 - 3 : 4 5 0 7 5 7 5 2 0 2 : 4 5 - 3 : 4 5 1 4 7 8 00 6 00 0 220 2 3 46 0 0 34 45 46 00 35 44 40 0 00 0 13 3 1 4 6 0 0 0 0 0 0 13 2 0.6 3 12 4 7 0 Va n S a n t / S i t e D W 0 0 Ra n d y / S i t e D W 0 2 Ra n d y / L a u r e l 2 6 0 2 : 4 5 - 3 : 4 5 0 0 42 - U n i t 0 0 2 : 4 5 - 3 : 4 5 0 0 13 9 2 : 4 5 - 3 : 4 5 3 3 1 9 0 0 0 Su b d i v i s i o n 0 0 0 10 29 1 5 00 00 74 54 42 p . m . t r i p s 0 0 0 0 76 57 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 3 7 3 0 00 00 9 0 0.6 9 0 9 1 2 2 0.6 8 0 0 0 Ot i s / S i t e D W 05 Ot i s / W i l l o w 50 Ot i s / L a u r e l 0 0 0 2 : 4 5 - 3 : 4 5 00 8 2 2:4 5 - 3 : 4 5 3 1 2 1 1 9 2 : 4 5 - 3 : 4 5 0 0 00 0 30 7 95 4 0 00 51 0 8263 De v e l o p m e n t T r i p s - P M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 0 0 0 . 6 9 0 0 00 0 0 0 0 0.8 1 0 3 0 Va n S a n t / N e v a d a 0 0 Ne v a d a / W i l l o w 00 Ne v a d a / L a u r e l 0 0 0 2 : 4 5 - 3 : 4 5 0 0 0 0 2 : 4 5 - 3 : 4 5 00 0 0 2:4 5 - 3 : 4 5 3 2 00 0 00 0 0 0 2 00 00 3 2 00 00 32 00 0 00 0 12 0 0 0 0 0 1 2 0 0 1 2 1 2 1 0 . 6 3 0 3 0 Va n S a n t / S i t e D W 0 8 Ra n d y / S i t e D W 12 2 Ra n d y / L a u r e l 2 0 0 2 : 4 5 - 3 : 4 5 0 0 4 2 - U n i t 8 0 2 : 4 5 - 3 : 4 5 0 8 8 5 2 : 4 5 - 3 : 4 5 1 2 0 0 0 S u b d i v i s i o n 0 0 0 91 0 00 00 81 0 42 p . m . t r i p s 0 0 0 0 8 1 0 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 3 5 0 14 0 0 1 4 1 4 0 0 . 6 9 0 1 1 1 1 1 0 . 6 8 0 0 8 Ot i s / S i t e D W 14 7 Ot i s / W i l l o w 11 0 Ot i s / L a u r e l 0 8 0 2 : 4 5 - 3 : 4 5 08 8 1 2:4 5 - 3 : 4 5 07 7 6 2:4 5 - 3 : 4 5 0 0 00 0 3 0 0 8 9 0 00 1 3 1 1 1 7 Re - r o u t e d t r i p s f r o m s u b d i v i s i o n t o t h e N W - P M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 -8 0 0 . 6 9 0 - 1 0 -1 0 0 0 - 1 0 - 1 0 0 0 . 8 1 0 0 -1 1 Va n S a n t / N e v a d a -8 -1 4 Ne v a d a / W i l l o w -1 0 0 Ne v a d a / L a u r e l 0 -1 1 0 2 : 4 5 - 3 : 4 5 - 2 - 1 4 -1 4 0 2 : 4 5 - 3 : 4 5 0 - 1 4 - 1 4 - 1 4 2 : 4 5 - 3 : 4 5 0 0 00 - 3 00 0 - 1 0 0 0 -2 - 3 0 0 - 1 4 - 1 0 -2 - 3 00 -1 4 - 1 0 -2 0 0 00 0 0 - 1 3 - 1 8 - 3 0 1 0 5 0 0 5 4 0 0 . 6 3 - 2 0 14 Va n S a n t / S i t e D W 10 7 Ra n d y / S i t e D W 5 1 Ra n d y / L a u r e l 2 11 0 2 : 4 5 - 3 : 4 5 0 1 4 4 2 - U n i t 7 0 2 : 4 5 - 3 : 4 5 0 7 6 5 2 : 4 5 - 3 : 4 5 0 0 0 0 0 S u b d i v i s i o n 0 0 0 2-8 0 00 00 -8 - 6 42 p . m . t r i p s 0 0 0 0 - 8 - 6 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 0 - 8 0 50 0 5 5 0 0.6 9 00 0 0 0.6 8 0 0 7 Ot i s / S i t e D W 50 Ot i s / W i l l o w 00 Ot i s / L a u r e l 0 7 0 2 : 4 5 - 3 : 4 5 07 7 7 2:4 5 - 3 : 4 5 00 0 0 2:4 5 - 3 : 4 5 0 0 00 0 5 0 0 0 - 6 0 00 7 5 - 8 - 6 De s i g n Y e a r 2 0 2 2 B u i l d - P M P e a k H o u r 00 00 0 0 00 0 00 0 0 0 0 8 0 0 . 6 9 0 1 0 79 0 0 7 9 7 9 0 0 . 8 1 0 8 5 11 Va n S a n t / N e v a d a 8 61 Ne v a d a / W i l l o w 79 5 6 Ne v a d a / L a u r e l 68 11 0 2 : 4 5 - 3 : 4 5 2 1 4 61 0 2 : 4 5 - 3 : 4 5 0 6 1 6 1 6 2 : 4 5 - 3 : 4 5 1 7 8 0 00 3 00 0 1 2 0 2 5 23 0 0 2 3 3 7 23 00 24 3 6 20 0 00 0 22 2 0 12 3 0 1 0 1 7 0 0 1 7 2 9 3 0 . 6 3 1 0 5 0 14 Va n S a n t / S i t e D W 10 15 Ra n d y / S i t e D W 17 5 Ra n d y / L a u r e l 6 17 0 2 : 4 5 - 3 : 4 5 0 1 4 4 2 - U n i t 1 5 0 2 : 4 5 - 3 : 4 5 0 1 5 2 7 1 9 2 : 4 5 - 3 : 4 5 3 4 2 1 0 0 0 S u b d i v i s i o n 0 0 0 21 2 2 1 5 00 00 74 58 42 p . m . t r i p s 0 0 0 0 76 61 (2 6 i n , 1 6 o u t ) 0 0 0 0 0 0 6 7 0 0 19 0 0 1 9 2 8 0 0.6 9 0 2 0 2 3 3 0.6 8 0 0 15 Ot i s / S i t e D W 19 12 Ot i s / W i l l o w 16 0 Ot i s / L a u r e l 0 15 0 2 : 4 5 - 3 : 4 5 0 1 5 2 3 1 0 2 : 4 5 - 3 : 4 5 3 1 9 1 8 1 5 2 : 4 5 - 3 : 4 5 0 0 0 0 0 11 0 7 17 5 7 0 0 0 13 18 85 74 ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix B Crash Data, ITE Trip Generation Data S D M SE R # P R J S W DA T E CL A S S CI T Y S T R E E T IN T - T Y P E SP C L U S E IN V E S T E A U I C O DA Y DI S T FI R S T S T R E E T RD C H A R (M E D I A N ) IN T - R E L OF F R D WT H R CR A S H TR L R Q T Y MO V E A S RD D P T E L G N H R TI M E FR O M SE C O N D S T R E E T DI R E C T LE G S TR A F - RN D B T SU R F CO L L OW N E R FR O M PR T C IN J G E LI C N S PE D UN L O C ? D C S V L K LA T LO N G LR S LO C T N (# L A N E S ) CO N T L DR V W Y LI G H T SV R T Y V# TY P E TO P# TY P E SV R T Y E X RE S LO C ER R O R AC T EV E N T CA U S E 01 2 7 5 N N N N N 06 / 0 2 / 2 0 1 6 17 HE L M A N S T IN T E R 3- L E G N N CL R BI K E 01 NO N E 0 ST R G H T 00 1 02 , 1 9 CI T Y TH 0 RA N D Y S T S ST O P S I G N N DR Y AN G L PR V T E S - N 00 0 00 N 8A 06 0 N DA Y IN J PS N G R C A R 01 DR V R NO N E 78 F OR - Y 02 7 00 0 02 N 42 1 2 3 4 . 7 9 -1 2 2 4 2 43 . 6 9 OR < 2 5 -ST R G H T 01 BI K E IN J B 09 F I X W L K 00 0 03 4 00 1 19 E W 02 2 0 7 N N N N N 11 / 1 7 / 2 0 1 4 19 RA N D Y S T ST R G H T N Y CL R PR K D M V 01 NO N E 0 ST R G H T 17 CI T Y MO 75 WI L L O W S T E (N O N E ) UN K N O W N N DR Y SS - O PR V T E E - W 00 0 00 Y 9A 08 N DA Y PD O PS N G R C A R 01 DR V R NO N E 17 F OR - Y 02 6 , 0 8 0 00 0 17 N 42 1 2 3 1 . 6 3 -1 2 2 4 2 58 . 8 8 (0 2 ) OR < 2 5 02 NO N E 0 PR K D - P PR V T E E - W 00 8 00 PS N G R C A R Di s c l a i m e r : T h e i n f o r m a t i o n c o n t a i n e d i n t h i s r e p o r t i s c o m p i l e d f r o m i n d i v i d u a l d r i v e r a n d p o l i c e c r a s h r e p o r t s s u b m i t t e d t o t h e O r e g o n D e p a r t m e n t o f T r a n s p o r t a t i o n a s r e q u i r e d i n O R S 81 1 . 7 2 0 . T h e C r a s h A n a l y s i s a n d R e p o r t i n g U n i t i s c o m m i t t e d t o p r o v i d i n g t h e h i g h e s t q u a l i t y c r a s h d a t a t o c u s t o m e r s . H o w e v e r , b e c a u s e s u b m i t t a l o f c r a s h r e p o r t f o r m s i s th e r e s p o n s i b i l i t y o f t h e i n d i v i d u a l d r i v e r , t h e C r a s h A n a l y s i s a n d R e p o r t i n g U n i t c a n n o t g u a r a n t e e t h a t a l l q u a l i f y i n g c r a s h e s a r e r e p r e s e n t e d n o r c a n a s s u r a n c e s b e m a d e t h a t a l l d e t a i l s p e r t a i n i n g t o a s i n g l e c r a s h a r e a c c u r a t e . N o t e : L e g i s l a t i v e c h a n g e s t o D M V ' s v e h i c l e c r a s h r e p o r t i n g r e q u i r e m e n t , e f f e c t i v e 01 / 0 1 / 2 0 0 4 , m a y r e s u l t i n f e w e r p r o p e r t y da m a g e o n l y c r a s h e s b e i n g e l i g i b l e f o r i n c l u s i o n i n t h e S t a t e w i d e C r a s h D a t a F i l e . OR E G O N . . D E P A R T M E N T O F T R A N S P O R T A T I O N - T R A N S P O R T A T I O N D E V E L O P M E N T D I V I S I O N TR A N S P O R T A T I O N D A T A S E C T I O N - C R A S H A N A Y L Y S I S A N D R E P O R T I N G U N I T UR B A N N O N - S Y S T E M C R A S H L I S T I N G RA N D Y S T a n d I n t e r s e c t i o n a l C r a s h e s a t R A N D Y S T , C i t y o f A s h l a n d , J a c k s o n C o u n t y , 0 1 / 0 1 / 2 0 1 3 t o 1 2 / 3 1 / 2 0 1 7 07 / 2 8 / 2 0 1 9 CD S 3 8 0 Pa g e : 1 CI T Y O F A S H L A N D , J A C K S O N C O U N T Y 1 - 2 of 2 C r a s h r e c o r d s s h o w n . ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix C Existing Year 2019 No-Build Synchro and Simtraffic Output HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_AM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 8 30 0 5 3 12 73 14 34 1 Future Vol, veh/h 0 2 8 30 0 5 3 12 73 14 34 1 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 0 0 13 3 0 20 0 8 3 14 3 0 Mvmt Flow 0 3 13 48 0 8 5 19 116 22 54 2 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7 7.8 7.2 7.9 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 3% 0% 86% 29% Vol Thru, % 14% 20% 0% 69% Vol Right, % 83% 80% 14% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 88 10 35 49 LT Vol 3 0 30 14 Through Vol 12 2 0 34 RT Vol 73 8 5 1 Lane Flow Rate 140 16 56 78 Geometry Grp 1111 Degree of Util (X) 0.139 0.017 0.068 0.095 Departure Headway (Hd) 3.591 3.836 4.422 4.413 Convergence, Y/N Yes Yes Yes Yes Cap 986 916 801 807 Service Time 1.656 1.932 2.503 2.47 HCM Lane V/C Ratio 0.142 0.017 0.07 0.097 HCM Control Delay 7.2 7 7.8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.2 0.3 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_AM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 6.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2 15024 Future Vol, veh/h 2 15024 Conflicting Peds, #/hr 0 00034 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 00000 Mvmt Flow 3 17036 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 4 0 21 8 Stage 1 - - - - 4 - Stage 2 - - - - 17 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1631 - 1001 1080 Stage 1 - - - - 1024 - Stage 2 - - - - 1011 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1631 - 995 1076 Mov Cap-2 Maneuver - - - - 995 - Stage 1 - - - - 1024 - Stage 2 - - - - 1005 - Approach EB WB NB HCM Control Delay, s 0 7.2 8.5 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 1048 - - 1631 - HCM Lane V/C Ratio 0.008 - -0.004 - HCM Control Delay (s) 8.5 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_AM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0600038100713 Future Vol, veh/h 5 0600038100713 Conflicting Peds, #/hr15 06601520131302 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 0 17 000040030 Mvmt Flow 7 090004119001044 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 250 248 114 257 250 147 110 0 0 132 0 0 Stage 1 108 108 - 140 140 ------- Stage 2 142 140 - 117 110 ------- Critical Hdwy 7.1 6.5 6.37 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 43.453 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver708 658 900 700 656 905 1493 - - 1466 - - Stage 1 902 810 - 868 785 ------- Stage 2 866 785 - 892 808 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver697 647 894 680 646 884 1491 - - 1450 - - Mov Cap-2 Maneuver697647-680646------- Stage 1 897 808 - 856 774 ------- Stage 2 853 774 - 879 806 ------- Approach EB WB NB SB HCM Control Delay, s9.6 0 0.3 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1491 - - 792 - 1450 - - HCM Lane V/C Ratio 0.003 - - 0.02 ---- HCM Control Delay (s) 7.4 0 - 9.6 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_AM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 75 31 15 48 8 8 Future Vol, veh/h 75 31 15 48 8 8 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 4 0 27 17 13 13 Mvmt Flow 100 41 20 64 11 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 142 0 226 122 Stage 1 - - - - 122 - Stage 2 - - - - 104 - Critical Hdwy - - 4.37 - 6.53 6.33 Critical Hdwy Stg 1 - - - - 5.53 - Critical Hdwy Stg 2 - - - - 5.53 - Follow-up Hdwy - -2.443 -3.6173.417 Pot Cap-1 Maneuver - - 1301 - 738 900 Stage 1 - - - - 877 - Stage 2 - - - - 893 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1300 - 725 899 Mov Cap-2 Maneuver - - - - 725 - Stage 1 - - - - 876 - Stage 2 - - - - 879 - Approach EB WB NB HCM Control Delay, s 0 1.9 9.6 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 803 - - 1300 - HCM Lane V/C Ratio 0.027 - -0.015 - HCM Control Delay (s) 9.6 - - 7.8 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_AM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 22 0 4 17 0 6 Future Vol, veh/h 22 0 4 17 0 6 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 14 0 25 35 0 17 Mvmt Flow 31 0 6 24 0 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 32 0 68 32 Stage 1 - - - - 32 - Stage 2 - - - - 36 - Critical Hdwy - - 4.35 - 6.4 6.37 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - -2.425 - 3.53.453 Pot Cap-1 Maneuver - - 1444 - 942 1000 Stage 1 - - - - 996 - Stage 2 - - - - 992 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1443 - 937 999 Mov Cap-2 Maneuver - - - - 937 - Stage 1 - - - - 995 - Stage 2 - - - - 988 - Approach EB WB NB HCM Control Delay, s 0 1.4 8.6 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 999 - - 1443 - HCM Lane V/C Ratio 0.008 - -0.004 - HCM Control Delay (s) 8.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Year 2019 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 7:20 7:20 7:20 7:20 7:20 7:20 End Time 8:30 8:30 8:30 8:30 8:30 8:30 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 357 369 332 330 361 352 Vehs Exited 355 370 334 332 367 354 Starting Vehs 665783 Ending Vehs 853522 Travel Distance (mi) 124 131 125 118 134 126 Travel Time (hr) 5.6 5.9 5.7 5.4 6.1 5.7 Total Delay (hr) 0.3 0.3 0.3 0.3 0.3 0.3 Total Stops 222 232 202 222 229 222 Fuel Used (gal) 4.4 4.7 4.4 4.2 4.7 4.5 Interval #0 Information Seeding Start Time 7:20 End Time 7:30 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:30 End Time 7:45 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 121 141 109 107 128 120 Vehs Exited 119 138 109 107 123 120 Starting Vehs 665783 Ending Vehs 8957138 Travel Distance (mi) 41 46 41 36 47 42 Travel Time (hr) 1.9 2.2 1.9 1.7 2.2 2.0 Total Delay (hr) 0.1 0.1 0.1 0.1 0.1 0.1 Total Stops 86 102 70 81 99 89 Fuel Used (gal) 1.5 1.8 1.5 1.3 1.7 1.6 SimTraffic Simulation Summary Year 2019 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 7:45 End Time 8:30 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 236 228 223 223 233 228 Vehs Exited 236 232 225 225 244 234 Starting Vehs 8957138 Ending Vehs 853522 Travel Distance (mi) 83 84 84 82 87 84 Travel Time (hr) 3.7 3.7 3.8 3.7 3.9 3.8 Total Delay (hr) 0.2 0.2 0.2 0.2 0.2 0.2 Total Stops 136 130 132 141 130 134 Fuel Used (gal) 2.9 2.9 3.0 2.9 3.0 2.9 Queuing and Blocking Report Year 2019 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 54 62 75 60 Average Queue (ft) 12 21 35 26 95th Queue (ft) 41 53 61 54 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement NB Directions Served LR Maximum Queue (ft) 25 Average Queue (ft) 4 95th Queue (ft) 18 Link Distance (ft) 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 60 6 6 Average Queue (ft) 11 0 0 95th Queue (ft) 39 4 6 Link Distance (ft) 402 882 319 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2019 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 29 47 Average Queue (ft) 2 15 95th Queue (ft) 14 43 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Van Sant & W Nevada Movement NB Directions Served LR Maximum Queue (ft) 61 Average Queue (ft) 8 95th Queue (ft) 34 Link Distance (ft) 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_PM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 8 31 2 11 9 28 15 1 31 1 Future Vol, veh/h 2 2 8 31 2 11 9 28 15 1 31 1 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 50 0 25 300070060 Mvmt Flow 3 3 13 49 3 17 14 44 24 2 49 2 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.9 7.6 7.4 7.4 HCM LOS AAAA Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 17% 17% 70% 3% Vol Thru, % 54% 17% 5% 94% Vol Right, % 29% 67% 25% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 52 12 44 33 LT Vol 9 2 31 1 Through Vol 28 2 2 31 RT Vol 15 8 11 1 Lane Flow Rate 83 19 70 52 Geometry Grp 1111 Degree of Util (X) 0.091 0.025 0.081 0.06 Departure Headway (Hd) 3.956 4.672 4.19 4.105 Convergence, Y/N Yes Yes Yes Yes Cap 896 758 846 863 Service Time 2.02 2.75 2.257 2.174 HCM Lane V/C Ratio 0.093 0.025 0.083 0.06 HCM Control Delay 7.4 7.9 7.6 7.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.1 0.3 0.2 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_PM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 5 23536 Future Vol, veh/h 5 23536 Conflicting Peds, #/hr 0 00001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 67 0 Mvmt Flow 7 34749 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 10 0 24 10 Stage 1 - - - - 9 - Stage 2 - - - - 15 - Critical Hdwy - - 4.1 - 7.07 6.2 Critical Hdwy Stg 1 - - - - 6.07 - Critical Hdwy Stg 2 - - - - 6.07 - Follow-up Hdwy - - 2.2 -4.103 3.3 Pot Cap-1 Maneuver - - 1623 - 849 1077 Stage 1 - - - - 869 - Stage 2 - - - - 863 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1623 - 847 1076 Mov Cap-2 Maneuver - - - - 847 - Stage 1 - - - - 869 - Stage 2 - - - - 861 - Approach EB WB NB HCM Control Delay, s 0 2.7 8.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 987 - - 1623 - HCM Lane V/C Ratio 0.013 - -0.003 - HCM Control Delay (s) 8.7 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_PM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0800085200703 Future Vol, veh/h 2 0800085200703 Conflicting Peds, #/hr 6 0220600171700 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 00000040070 Mvmt Flow 3 0 12 0 0 0 12 76 0 0 103 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 211 222 107 230 224 99 107 0 0 93 0 0 Stage 1 105 105 - 117 117 ------- Stage 2 106 117 - 113 107 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver750 680 953 729 678 962 1497 - - 1514 - - Stage 1 906 812 - 892 803 ------- Stage 2 905 803 - 897 811 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver742 665 951 704 663 944 1497 - - 1493 - - Mov Cap-2 Maneuver742665-704663------- Stage 1 899 812 - 872 785 ------- Stage 2 893 785 - 884 811 ------- Approach EB WB NB SB HCM Control Delay, s9.1 0 1 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1497 - - 900 - 1493 - - HCM Lane V/C Ratio 0.008 - -0.016 ---- HCM Control Delay (s) 7.4 0 - 9.1 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_PM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 53 19 14 64 21 22 Future Vol, veh/h 53 19 14 64 21 22 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 10 11 7 5 10 5 Mvmt Flow 65 23 17 79 26 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 191 78 Stage 1 - - - - 78 - Stage 2 - - - - 113 - Critical Hdwy - - 4.17 - 6.5 6.25 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - -2.263 - 3.593.345 Pot Cap-1 Maneuver - - 1475 - 780 974 Stage 1 - - - - 925 - Stage 2 - - - - 892 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1474 - 770 973 Mov Cap-2 Maneuver - - - - 770 - Stage 1 - - - - 924 - Stage 2 - - - - 881 - Approach EB WB NB HCM Control Delay, s 0 1.3 9.5 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 862 - - 1474 - HCM Lane V/C Ratio 0.062 - -0.012 - HCM Control Delay (s) 9.5 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Year 2019 No-Build_PM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 17 0 4 11 0 6 Future Vol, veh/h 17 0 4 11 0 6 Conflicting Peds, #/hr 0 33001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 23 0 0 10 0 33 Mvmt Flow 25 0 6 16 0 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 28 0 56 29 Stage 1 - - - - 28 - Stage 2 - - - - 28 - Critical Hdwy - - 4.1 - 6.4 6.53 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.53.597 Pot Cap-1 Maneuver - - 1599 - 957 963 Stage 1 - - - - 1000 - Stage 2 - - - - 1000 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1595 - 951 960 Mov Cap-2 Maneuver - - - - 951 - Stage 1 - - - - 998 - Stage 2 - - - - 996 - Approach EB WB NB HCM Control Delay, s 0 1.9 8.8 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 960 - - 1595 - HCM Lane V/C Ratio 0.009 - -0.004 - HCM Control Delay (s) 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Year 2019 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 2:45 2:45 2:45 2:45 2:45 2:45 End Time 3:55 3:55 3:55 3:55 3:55 3:55 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 333 323 328 338 326 329 Vehs Exited 327 331 327 339 334 331 Starting Vehs 1 10 2 9 12 5 Ending Vehs 723842 Travel Distance (mi) 120 121 119 125 122 121 Travel Time (hr) 5.4 5.4 5.4 5.7 5.4 5.5 Total Delay (hr) 0.3 0.3 0.3 0.3 0.3 0.3 Total Stops 217 203 209 230 186 209 Fuel Used (gal) 4.2 4.0 4.2 4.3 4.2 4.2 Interval #0 Information Seeding Start Time 2:45 End Time 2:55 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 2:55 End Time 3:10 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 98 97 115 117 110 107 Vehs Exited 92 100 110 115 115 108 Starting Vehs 1 10 2 9 12 5 Ending Vehs 7 7 7 11 7 5 Travel Distance (mi) 35 38 41 47 44 41 Travel Time (hr) 1.6 1.7 1.9 2.2 2.0 1.9 Total Delay (hr) 0.1 0.1 0.1 0.1 0.1 0.1 Total Stops 80 67 92 103 74 85 Fuel Used (gal) 1.3 1.3 1.5 1.6 1.6 1.5 SimTraffic Simulation Summary Year 2019 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 3:10 End Time 3:55 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 235 226 213 221 216 222 Vehs Exited 235 231 217 224 219 226 Starting Vehs 7 7 7 11 7 5 Ending Vehs 723842 Travel Distance (mi) 85 82 79 79 78 80 Travel Time (hr) 3.8 3.7 3.5 3.5 3.5 3.6 Total Delay (hr) 0.2 0.2 0.2 0.2 0.2 0.2 Total Stops 137 136 117 127 112 125 Fuel Used (gal) 2.9 2.7 2.6 2.7 2.6 2.7 Queuing and Blocking Report Year 2019 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 48 55 57 66 Average Queue (ft) 12 23 27 22 95th Queue (ft) 41 48 51 53 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement NB Directions Served LR Maximum Queue (ft) 50 Average Queue (ft) 8 95th Queue (ft) 32 Link Distance (ft) 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB NB Directions Served LTR LTR Maximum Queue (ft) 32 6 Average Queue (ft) 7 0 95th Queue (ft) 29 4 Link Distance (ft) 402 882 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Year 2019 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 24 57 Average Queue (ft) 1 26 95th Queue (ft) 10 51 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Van Sant & W Nevada Movement NB Directions Served LR Maximum Queue (ft) 51 Average Queue (ft) 6 95th Queue (ft) 31 Link Distance (ft) 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix D Design Year 2022 No-Build Synchro and Simtraffic Output HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_AM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 9 32 0 5 3 13 76 14 36 1 Future Vol, veh/h 0 2 9 32 0 5 3 13 76 14 36 1 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 0 0 13 3 0 20 0 8 3 14 3 0 Mvmt Flow 0 3 14 51 0 8 5 21 121 22 57 2 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7 7.9 7.3 8 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 3% 0% 86% 27% Vol Thru, % 14% 18% 0% 71% Vol Right, % 83% 82% 14% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 92 11 37 51 LT Vol 3 0 32 14 Through Vol 13 2 0 36 RT Vol 76 9 5 1 Lane Flow Rate 146 17 59 81 Geometry Grp 1111 Degree of Util (X) 0.146 0.019 0.073 0.1 Departure Headway (Hd) 3.605 3.948 4.448 4.427 Convergence, Y/N Yes Yes Yes Yes Cap 981 912 795 803 Service Time 1.676 1.948 2.534 2.489 HCM Lane V/C Ratio 0.149 0.019 0.074 0.101 HCM Control Delay 7.3 7 7.9 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.1 0.2 0.3 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_AM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 6.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2 15024 Future Vol, veh/h 2 15024 Conflicting Peds, #/hr 0 00034 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 00000 Mvmt Flow 3 17036 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 4 0 21 8 Stage 1 - - - - 4 - Stage 2 - - - - 17 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1631 - 1001 1080 Stage 1 - - - - 1024 - Stage 2 - - - - 1011 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1631 - 995 1076 Mov Cap-2 Maneuver - - - - 995 - Stage 1 - - - - 1024 - Stage 2 - - - - 1005 - Approach EB WB NB HCM Control Delay, s 0 7.2 8.5 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 1048 - - 1631 - HCM Lane V/C Ratio 0.008 - -0.004 - HCM Control Delay (s) 8.5 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_AM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0700038500743 Future Vol, veh/h 5 0700038500743 Conflicting Peds, #/hr15 06601520131302 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 0 17 000040030 Mvmt Flow 7 0 10 0004125001094 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 261 259 119 268 261 153 115 0 0 138 0 0 Stage 1 113 113 - 146 146 ------- Stage 2 148 146 - 122 115 ------- Critical Hdwy 7.1 6.5 6.37 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 43.453 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver696 649 894 689 647 898 1487 - - 1458 - - Stage 1 897 806 - 861 780 ------- Stage 2 859 780 - 887 804 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver685 639 888 669 637 877 1485 - - 1442 - - Mov Cap-2 Maneuver685639-669637------- Stage 1 893 804 - 849 769 ------- Stage 2 846 769 - 872 802 ------- Approach EB WB NB SB HCM Control Delay, s9.7 0 0.3 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1485 - - 790 - 1442 - - HCM Lane V/C Ratio 0.003 - -0.022 ---- HCM Control Delay (s) 7.4 0 - 9.7 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_AM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 78 33 15 50 9 9 Future Vol, veh/h 78 33 15 50 9 9 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 4 0 27 17 13 13 Mvmt Flow 104 44 20 67 12 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 149 0 234 127 Stage 1 - - - - 127 - Stage 2 - - - - 107 - Critical Hdwy - - 4.37 - 6.53 6.33 Critical Hdwy Stg 1 - - - - 5.53 - Critical Hdwy Stg 2 - - - - 5.53 - Follow-up Hdwy - -2.443 -3.6173.417 Pot Cap-1 Maneuver - - 1293 - 731 895 Stage 1 - - - - 872 - Stage 2 - - - - 891 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1292 - 719 894 Mov Cap-2 Maneuver - - - - 719 - Stage 1 - - - - 871 - Stage 2 - - - - 877 - Approach EB WB NB HCM Control Delay, s 0 1.8 9.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 797 - - 1292 - HCM Lane V/C Ratio 0.03 - -0.015 - HCM Control Delay (s) 9.7 - - 7.8 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_AM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 26 0 4 20 0 6 Future Vol, veh/h 26 0 4 20 0 6 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 14 0 25 35 0 17 Mvmt Flow 37 0 6 28 0 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 38 0 78 38 Stage 1 - - - - 38 - Stage 2 - - - - 40 - Critical Hdwy - - 4.35 - 6.4 6.37 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - -2.425 - 3.53.453 Pot Cap-1 Maneuver - - 1436 - 930 993 Stage 1 - - - - 990 - Stage 2 - - - - 988 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1435 - 925 992 Mov Cap-2 Maneuver - - - - 925 - Stage 1 - - - - 989 - Stage 2 - - - - 984 - Approach EB WB NB HCM Control Delay, s 0 1.3 8.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 992 - - 1435 - HCM Lane V/C Ratio 0.009 - -0.004 - HCM Control Delay (s) 8.7 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Design Year 2022 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 7:20 7:20 7:20 7:20 7:20 7:20 End Time 8:30 8:30 8:30 8:30 8:30 8:30 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 401 412 355 399 371 389 Vehs Exited 409 410 362 404 379 390 Starting Vehs 11 5 12 10 12 8 Ending Vehs 375543 Travel Distance (mi) 148 151 133 146 141 144 Travel Time (hr) 6.7 6.7 6.0 6.7 6.4 6.5 Total Delay (hr) 0.4 0.4 0.3 0.4 0.4 0.3 Total Stops 261 241 227 262 246 245 Fuel Used (gal) 5.3 5.3 4.7 5.2 5.0 5.1 Interval #0 Information Seeding Start Time 7:20 End Time 7:30 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:30 End Time 7:45 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 138 141 139 132 114 136 Vehs Exited 144 137 142 133 118 133 Starting Vehs 11 5 12 10 12 8 Ending Vehs 599986 Travel Distance (mi) 51 52 51 47 45 49 Travel Time (hr) 2.4 2.4 2.3 2.2 2.1 2.3 Total Delay (hr) 0.2 0.2 0.1 0.2 0.1 0.1 Total Stops 112 99 105 106 88 102 Fuel Used (gal) 1.9 1.8 1.8 1.8 1.6 1.8 SimTraffic Simulation Summary Design Year 2022 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 7:45 End Time 8:30 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 263 271 216 267 257 256 Vehs Exited 265 273 220 271 261 258 Starting Vehs 599986 Ending Vehs 375543 Travel Distance (mi) 97 100 82 99 96 95 Travel Time (hr) 4.3 4.4 3.7 4.4 4.4 4.2 Total Delay (hr) 0.2 0.2 0.1 0.2 0.2 0.2 Total Stops 149 142 122 156 158 146 Fuel Used (gal) 3.5 3.5 2.9 3.4 3.4 3.3 Queuing and Blocking Report Design Year 2022 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 55 60 78 74 Average Queue (ft) 12 24 37 30 95th Queue (ft) 41 54 62 57 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement NB Directions Served LR Maximum Queue (ft) 25 Average Queue (ft) 5 95th Queue (ft) 21 Link Distance (ft) 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB Directions Served LTR Maximum Queue (ft) 54 Average Queue (ft) 10 95th Queue (ft) 37 Link Distance (ft) 402 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 No-Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 36 47 Average Queue (ft) 3 16 95th Queue (ft) 20 45 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Van Sant & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 6 49 Average Queue (ft) 0 7 95th Queue (ft) 4 32 Link Distance (ft) 1138 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_PM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 9 33 2 12 10 29 15 1 33 1 Future Vol, veh/h 2 2 9 33 2 12 10 29 15 1 33 1 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 50 0 25 300070060 Mvmt Flow 3 3 14 52 3 19 16 46 24 2 52 2 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.9 7.7 7.5 7.5 HCM LOS AAAA Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 19% 15% 70% 3% Vol Thru, % 54% 15% 4% 94% Vol Right, % 28% 69% 26% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 54 13 47 35 LT Vol 10 2 33 1 Through Vol 29 2 2 33 RT Vol 15 9 12 1 Lane Flow Rate 86 21 75 56 Geometry Grp 1111 Degree of Util (X) 0.095 0.027 0.087 0.064 Departure Headway (Hd) 3.977 4.668 4.197 4.118 Convergence, Y/N Yes Yes Yes Yes Cap 891 758 845 859 Service Time 2.048 2.753 2.27 2.194 HCM Lane V/C Ratio 0.097 0.028 0.089 0.065 HCM Control Delay 7.5 7.9 7.7 7.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.1 0.3 0.2 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_PM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 5 23537 Future Vol, veh/h 5 23537 Conflicting Peds, #/hr 0 00001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 67 0 Mvmt Flow 7 347410 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 10 0 24 10 Stage 1 - - - - 9 - Stage 2 - - - - 15 - Critical Hdwy - - 4.1 - 7.07 6.2 Critical Hdwy Stg 1 - - - - 6.07 - Critical Hdwy Stg 2 - - - - 6.07 - Follow-up Hdwy - - 2.2 -4.103 3.3 Pot Cap-1 Maneuver - - 1623 - 849 1077 Stage 1 - - - - 869 - Stage 2 - - - - 863 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1623 - 847 1076 Mov Cap-2 Maneuver - - - - 847 - Stage 1 - - - - 869 - Stage 2 - - - - 861 - Approach EB WB NB HCM Control Delay, s 0 2.7 8.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 995 - - 1623 - HCM Lane V/C Ratio 0.015 - -0.003 - HCM Control Delay (s) 8.7 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_PM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0900095400733 Future Vol, veh/h 2 0900095400733 Conflicting Peds, #/hr 6 0220600171700 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 00000040070 Mvmt Flow 3 0 13 0 0 0 13 79 0 0 107 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 220 231 111 240 233 102 111 0 0 96 0 0 Stage 1 109 109 - 122 122 ------- Stage 2 111 122 - 118 111 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver740 672 948 718 671 959 1492 - - 1510 - - Stage 1 901 809 - 887 799 ------- Stage 2 899 799 - 891 807 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver731 657 946 692 656 941 1492 - - 1489 - - Mov Cap-2 Maneuver731657-692656------- Stage 1 893 809 - 867 781 ------- Stage 2 886 781 - 877 807 ------- Approach EB WB NB SB HCM Control Delay, s9.1 0 1.1 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1492 - - 898 - 1489 - - HCM Lane V/C Ratio 0.009 - -0.018 ---- HCM Control Delay (s) 7.4 0 - 9.1 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_PM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 56 20 14 68 22 23 Future Vol, veh/h 56 20 14 68 22 23 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 10 11 7 5 10 5 Mvmt Flow 69 25 17 84 27 28 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 95 0 201 83 Stage 1 - - - - 83 - Stage 2 - - - - 118 - Critical Hdwy - - 4.17 - 6.5 6.25 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - -2.263 - 3.593.345 Pot Cap-1 Maneuver - - 1468 - 770 968 Stage 1 - - - - 920 - Stage 2 - - - - 888 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1467 - 760 967 Mov Cap-2 Maneuver - - - - 760 - Stage 1 - - - - 919 - Stage 2 - - - - 877 - Approach EB WB NB HCM Control Delay, s 0 1.3 9.5 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 853 - - 1467 - HCM Lane V/C Ratio 0.065 - -0.012 - HCM Control Delay (s) 9.5 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 No-Build_PM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 22 0 4 16 0 6 Future Vol, veh/h 22 0 4 16 0 6 Conflicting Peds, #/hr 0 33001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 23 0 0 10 0 33 Mvmt Flow 32 0 6 23 0 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 35 0 70 36 Stage 1 - - - - 35 - Stage 2 - - - - 35 - Critical Hdwy - - 4.1 - 6.4 6.53 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.53.597 Pot Cap-1 Maneuver - - 1589 - 939 955 Stage 1 - - - - 993 - Stage 2 - - - - 993 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1585 - 933 952 Mov Cap-2 Maneuver - - - - 933 - Stage 1 - - - - 991 - Stage 2 - - - - 989 - Approach EB WB NB HCM Control Delay, s 0 1.5 8.8 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 952 - - 1585 - HCM Lane V/C Ratio 0.009 - -0.004 - HCM Control Delay (s) 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Design Year 2022 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 2:35 2:35 2:35 2:35 2:35 2:35 End Time 3:45 3:45 3:45 3:45 3:45 3:45 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 315 348 319 329 322 327 Vehs Exited 319 348 321 333 328 330 Starting Vehs 8847124 Ending Vehs 482361 Travel Distance (mi) 124 130 121 123 119 124 Travel Time (hr) 5.6 5.8 5.4 5.5 5.4 5.5 Total Delay (hr) 0.3 0.3 0.3 0.3 0.3 0.3 Total Stops 236 194 217 190 232 215 Fuel Used (gal) 4.4 4.5 4.3 4.2 4.3 4.3 Interval #0 Information Seeding Start Time 2:35 End Time 2:45 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 2:45 End Time 3:00 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 95 115 94 87 125 101 Vehs Exited 100 117 96 87 129 105 Starting Vehs 8847124 Ending Vehs 362783 Travel Distance (mi) 41 45 38 33 47 41 Travel Time (hr) 1.9 2.0 1.7 1.5 2.2 1.9 Total Delay (hr) 0.1 0.1 0.1 0.1 0.2 0.1 Total Stops 87 89 72 74 105 85 Fuel Used (gal) 1.5 1.6 1.4 1.2 1.7 1.5 SimTraffic Simulation Summary Design Year 2022 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 3:00 End Time 3:45 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 220 233 225 242 197 224 Vehs Exited 219 231 225 246 199 223 Starting Vehs 362783 Ending Vehs 482361 Travel Distance (mi) 84 86 83 89 72 83 Travel Time (hr) 3.7 3.8 3.7 3.9 3.2 3.7 Total Delay (hr) 0.2 0.2 0.2 0.2 0.2 0.2 Total Stops 149 105 145 116 127 129 Fuel Used (gal) 2.9 3.0 2.9 3.0 2.6 2.8 Queuing and Blocking Report Design Year 2022 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 62 60 74 58 Average Queue (ft) 14 25 26 23 95th Queue (ft) 45 52 59 52 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement NB Directions Served LR Maximum Queue (ft) 64 Average Queue (ft) 9 95th Queue (ft) 38 Link Distance (ft) 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB NB Directions Served LTR LTR Maximum Queue (ft) 36 25 Average Queue (ft) 9 1 95th Queue (ft) 32 10 Link Distance (ft) 402 882 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 No-Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 19 64 Average Queue (ft) 1 24 95th Queue (ft) 9 51 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 12: Van Sant & W Nevada Movement NB Directions Served LR Maximum Queue (ft) 60 Average Queue (ft) 7 95th Queue (ft) 34 Link Distance (ft) 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix E Design Year 2022 Build Synchro and Simtraffic Output HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 22 33 3 2 8 11 78 11 24 2 Future Vol, veh/h 0 8 22 33 3 2 8 11 78 11 24 2 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 0 0 13 3 0 20 0 8 3 14 3 0 Mvmt Flow 0 13 35 52 5 3 13 17 124 17 38 3 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.2 8 7.4 7.9 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 8% 0% 87% 30% Vol Thru, % 11% 27% 8% 65% Vol Right, % 80% 73% 5% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 97 30 38 37 LT Vol 8 0 33 11 Through Vol 11 8 3 24 RT Vol 78 22 2 2 Lane Flow Rate 154 48 60 59 Geometry Grp 1111 Degree of Util (X) 0.157 0.051 0.075 0.073 Departure Headway (Hd) 3.665 3.874 4.498 4.472 Convergence, Y/N Yes Yes Yes Yes Cap 964 907 786 792 Service Time 1.742 1.972 2.585 2.55 HCM Lane V/C Ratio 0.16 0.053 0.076 0.074 HCM Control Delay 7.4 7.2 8 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.2 0.2 0.2 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 10 5494 Future Vol, veh/h 13 10 5494 Conflicting Peds, #/hr 0 00034 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 00000 Mvmt Flow 19 14 7 6 13 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 33 0 49 30 Stage 1 - - - - 26 - Stage 2 - - - - 23 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1592 - 965 1050 Stage 1 - - - - 1002 - Stage 2 - - - - 1005 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1592 - 959 1047 Mov Cap-2 Maneuver - - - - 959 - Stage 1 - - - - 1002 - Stage 2 - - - - 999 - Approach EB WB NB HCM Control Delay, s 0 4 8.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 984 - - 1592 - HCM Lane V/C Ratio 0.019 - -0.005 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 5: Elizabeth & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 19 049010 Future Vol, veh/h 19 049010 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 22222 Mvmt Flow 19 049010 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 19 0 36 19 Stage 1 - - - - 19 - Stage 2 - - - - 17 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - -2.218 -3.5183.318 Pot Cap-1 Maneuver - - 1597 - 977 1059 Stage 1 - - - - 1004 - Stage 2 - - - - 1006 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1597 - 974 1059 Mov Cap-2 Maneuver - - - - 974 - Stage 1 - - - - 1004 - Stage 2 - - - - 1003 - Approach EB WB NB HCM Control Delay, s 0 2.2 8.4 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 1059 - - 1597 - HCM Lane V/C Ratio 0.009 - -0.003 - HCM Control Delay (s) 8.4 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 6: Otis St & Elizabeth 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 20 11 2 3 0 Future Vol, veh/h 0 20 11 2 3 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #-00-0- Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 22227 Mvmt Flow 0 20 11 2 3 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 13 0 - 0 32 12 Stage 1 - - - - 12 - Stage 2 - - - - 20 - Critical Hdwy 4.12 - - - 6.42 6.27 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - -3.5183.363 Pot Cap-1 Maneuver1606 - - - 982 1054 Stage 1 - - - - 1011 - Stage 2 - - - - 1003 - Platoon blocked, % - - - Mov Cap-1 Maneuver1606 - - - 982 1054 Mov Cap-2 Maneuver - - - - 982 - Stage 1 - - - - 1011 - Stage 2 - - - - 1003 - Approach EB WB SB HCM Control Delay, s 0 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1606 - - - 982 HCM Lane V/C Ratio ----0.003 HCM Control Delay (s) 0 - - - 8.7 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 13 00058500745 Future Vol, veh/h 10 0 13 00058500745 Conflicting Peds, #/hr15 06601520131302 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 0 17 000040030 Mvmt Flow 15 0 19 0007125001097 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 269 267 121 280 270 153 118 0 0 138 0 0 Stage 1 115 115 - 152 152 ------- Stage 2 154 152 - 128 118 ------- Critical Hdwy 7.1 6.5 6.37 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 43.453 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver688 642 891 676 640 898 1483 - - 1458 - - Stage 1 895 804 - 855 775 ------- Stage 2 853 775 - 881 802 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver676 630 885 648 628 877 1481 - - 1442 - - Mov Cap-2 Maneuver676630-648628------- Stage 1 889 802 - 841 763 ------- Stage 2 838 763 - 858 800 ------- Approach EB WB NB SB HCM Control Delay, s9.8 0 0.4 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1481 - - 780 - 1442 - - HCM Lane V/C Ratio 0.005 - -0.043 ---- HCM Control Delay (s) 7.4 0 - 9.8 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 5 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 78 17 17 46 1 12 Future Vol, veh/h 78 17 17 46 1 12 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 75 Heavy Vehicles, % 4 0 27 17 13 13 Mvmt Flow 104 23 23 61 1 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 128 0 224 117 Stage 1 - - - - 117 - Stage 2 - - - - 107 - Critical Hdwy - - 4.37 - 6.53 6.33 Critical Hdwy Stg 1 - - - - 5.53 - Critical Hdwy Stg 2 - - - - 5.53 - Follow-up Hdwy - -2.443 -3.6173.417 Pot Cap-1 Maneuver - - 1317 - 740 906 Stage 1 - - - - 881 - Stage 2 - - - - 891 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1316 - 726 905 Mov Cap-2 Maneuver - - - - 726 - Stage 1 - - - - 880 - Stage 2 - - - - 875 - Approach EB WB NB HCM Control Delay, s 0 2.1 9.1 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 888 - - 1316 - HCM Lane V/C Ratio 0.02 - -0.017 - HCM Control Delay (s) 9.1 - - 7.8 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_AM Synchro 10 Report SOTE Page 6 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 0 2 10 0 3 Future Vol, veh/h 13 0 2 10 0 3 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 71 71 71 71 71 71 Heavy Vehicles, % 14 0 25 35 0 17 Mvmt Flow 18 0 3 14 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 19 0 39 19 Stage 1 - - - - 19 - Stage 2 - - - - 20 - Critical Hdwy - - 4.35 - 6.4 6.37 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - -2.425 - 3.53.453 Pot Cap-1 Maneuver - - 1460 - 978 1017 Stage 1 - - - - 1009 - Stage 2 - - - - 1008 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1459 - 975 1016 Mov Cap-2 Maneuver - - - - 975 - Stage 1 - - - - 1008 - Stage 2 - - - - 1006 - Approach EB WB NB HCM Control Delay, s 0 1.2 8.6 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 1016 - - 1459 - HCM Lane V/C Ratio 0.004 - -0.002 - HCM Control Delay (s) 8.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Design Year 2022 Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 7:20 7:20 7:20 7:20 7:20 7:20 End Time 8:30 8:30 8:30 8:30 8:30 8:30 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 392 415 383 381 395 391 Vehs Exited 396 421 380 377 396 393 Starting Vehs 8 10 9555 Ending Vehs 4 4 12 9 4 3 Travel Distance (mi) 129 143 130 130 137 134 Travel Time (hr) 6.0 6.5 5.9 6.0 6.2 6.1 Total Delay (hr) 0.4 0.4 0.3 0.3 0.3 0.3 Total Stops 273 283 262 264 253 265 Fuel Used (gal) 4.7 5.0 4.7 4.8 4.9 4.8 Interval #0 Information Seeding Start Time 7:20 End Time 7:30 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 7:30 End Time 7:45 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 148 138 126 131 120 132 Vehs Exited 142 138 129 129 114 130 Starting Vehs 8 10 9555 Ending Vehs 14 10 6 7 11 7 Travel Distance (mi) 49 45 42 44 40 44 Travel Time (hr) 2.3 2.1 2.0 2.1 1.9 2.1 Total Delay (hr) 0.2 0.1 0.1 0.1 0.1 0.1 Total Stops 113 107 102 111 92 104 Fuel Used (gal) 1.8 1.6 1.5 1.6 1.4 1.6 SimTraffic Simulation Summary Design Year 2022 Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 7:45 End Time 8:30 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 244 277 257 250 275 258 Vehs Exited 254 283 251 248 282 263 Starting Vehs 14 10 6 7 11 7 Ending Vehs 4 4 12 9 4 3 Travel Distance (mi) 81 98 88 86 97 90 Travel Time (hr) 3.7 4.4 4.0 3.9 4.3 4.1 Total Delay (hr) 0.2 0.2 0.2 0.2 0.2 0.2 Total Stops 160 176 160 153 161 162 Fuel Used (gal) 3.0 3.4 3.2 3.1 3.4 3.2 Queuing and Blocking Report Design Year 2022 Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 57 59 79 57 Average Queue (ft) 19 22 38 23 95th Queue (ft) 48 51 65 49 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement WB NB Directions Served LT LR Maximum Queue (ft) 6 25 Average Queue (ft) 0 9 95th Queue (ft) 4 29 Link Distance (ft) 402 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Elizabeth & Randy St Movement NB Directions Served LR Maximum Queue (ft) 31 Average Queue (ft) 9 95th Queue (ft) 31 Link Distance (ft) 317 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 6: Otis St & Elizabeth Movement SB Directions Served LR Maximum Queue (ft) 18 Average Queue (ft) 1 95th Queue (ft) 11 Link Distance (ft) 317 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB NB SB Directions Served LTR LTR LTR Maximum Queue (ft) 52 6 6 Average Queue (ft) 18 0 0 95th Queue (ft) 46 4 5 Link Distance (ft) 402 882 319 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 16 53 Average Queue (ft) 1 12 95th Queue (ft) 11 39 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 Build_AM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 5 Intersection: 12: Van Sant & W Nevada Movement NB Directions Served LR Maximum Queue (ft) 51 Average Queue (ft) 5 95th Queue (ft) 28 Link Distance (ft) 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 HCM 6th AWSC 2: Laurel St & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 1 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 5 19 34 6 10 21 22 15 0 22 2 Future Vol, veh/h 3 5 19 34 6 10 21 22 15 0 22 2 Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 Heavy Vehicles, % 50 0 25 300070060 Mvmt Flow 5 8 30 54 10 16 33 35 24 0 35 3 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 7.7 7.6 7.5 HCM LOS A A A A Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, %36% 11% 68% 0% Vol Thru, %38% 19% 12% 92% Vol Right, %26% 70% 20% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 58 27 50 24 LT Vol 21 3 34 0 Through Vol 22 5 6 22 RT Vol 15 19 10 2 Lane Flow Rate 92 43 79 38 Geometry Grp 1111 Degree of Util (X) 0.104 0.055 0.093 0.045 Departure Headway (Hd) 4.059 4.64 4.226 4.236 Convergence, Y/N Yes Yes Yes Yes Cap 870 763 837 831 Service Time 2.144 2.724 2.306 2.333 HCM Lane V/C Ratio 0.106 0.056 0.094 0.046 HCM Control Delay 7.6 8 7.7 7.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.2 0.3 0.1 HCM 6th TWSC 4: Willow St & Otis St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 1 Intersection Int Delay, s/veh 3.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 12 10 3 16 11 7 Future Vol, veh/h 12 10 3 16 11 7 Conflicting Peds, #/hr 0 00001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 0 0 0 0 67 0 Mvmt Flow 17 14 4 23 16 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 31 0 55 25 Stage 1 - - - - 24 - Stage 2 - - - - 31 - Critical Hdwy - - 4.1 - 7.07 6.2 Critical Hdwy Stg 1 - - - - 6.07 - Critical Hdwy Stg 2 - - - - 6.07 - Follow-up Hdwy - - 2.2 -4.103 3.3 Pot Cap-1 Maneuver - - 1595 - 813 1057 Stage 1 - - - - 854 - Stage 2 - - - - 848 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1595 - 811 1056 Mov Cap-2 Maneuver - - - - 811 - Stage 1 - - - - 854 - Stage 2 - - - - 845 - Approach EB WB NB HCM Control Delay, s 0 1.1 9.2 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 891 - - 1595 - HCM Lane V/C Ratio 0.029 - -0.003 - HCM Control Delay (s) 9.2 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 5: Elizabeth & Randy St 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 2 Intersection Int Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 15 0 13 17 0 13 Future Vol, veh/h 15 0 13 17 0 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 22222 Mvmt Flow 15 0 13 17 0 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 15 0 58 15 Stage 1 - - - - 15 - Stage 2 - - - - 43 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - -2.218 -3.5183.318 Pot Cap-1 Maneuver - - 1603 - 949 1065 Stage 1 - - - - 1008 - Stage 2 - - - - 979 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1603 - 941 1065 Mov Cap-2 Maneuver - - - - 941 - Stage 1 - - - - 1008 - Stage 2 - - - - 971 - Approach EB WB NB HCM Control Delay, s 0 3.1 8.4 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 1065 - - 1603 - HCM Lane V/C Ratio 0.012 - -0.008 - HCM Control Delay (s) 8.4 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - HCM 6th TWSC 6: Otis St & Elizabeth 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 3 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 15 19 8 7 0 Future Vol, veh/h 0 15 19 8 7 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #-00-0- Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 22227 Mvmt Flow 0 15 19 8 7 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 27 0 - 0 38 23 Stage 1 - - - - 23 - Stage 2 - - - - 15 - Critical Hdwy 4.12 - - - 6.42 6.27 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - -3.5183.363 Pot Cap-1 Maneuver1587 - - - 974 1040 Stage 1 - - - - 1000 - Stage 2 - - - - 1008 - Platoon blocked, % - - - Mov Cap-1 Maneuver1587 - - - 974 1040 Mov Cap-2 Maneuver - - - - 974 - Stage 1 - - - - 1000 - Stage 2 - - - - 1008 - Approach EB WB SB HCM Control Delay, s 0 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1587 - - - 974 HCM Lane V/C Ratio ----0.007 HCM Control Delay (s) 0 - - - 8.7 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 HCM 6th TWSC 8: Laurel St & Otis St/DW 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 4 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 15 0 0 0 17 57 0 0 70 6 Future Vol, veh/h 3 0 15 0 0 0 17 57 0 0 70 6 Conflicting Peds, #/hr 6 0220600171700 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0--0--0--0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 68 68 68 68 68 68 68 68 68 68 68 68 Heavy Vehicles, % 0 00000040070 Mvmt Flow 4 0 22 0 0 0 25 84 0 0 103 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 248 259 110 272 263 107 112 0 0 101 0 0 Stage 1 108 108 - 151 151 ------- Stage 2 140 151 - 121 112 ------- Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver710 649 949 685 646 953 1490 - - 1504 - - Stage 1 902 810 - 856 776 ------- Stage 2 868 776 - 888 807 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver697 628 947 649 625 935 1490 - - 1483 - - Mov Cap-2 Maneuver697628-649625------- Stage 1 886 810 - 829 751 ------- Stage 2 848 751 - 866 807 ------- Approach EB WB NB SB HCM Control Delay, s9.2 0 1.7 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1490 - - 894 - 1483 - - HCM Lane V/C Ratio 0.017 - - 0.03 ---- HCM Control Delay (s) 7.5 0 - 9.2 0 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 0 - - HCM 6th TWSC 10: Laurel St & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 5 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 56 6 17 68 12 25 Future Vol, veh/h 56 6 17 68 12 25 Conflicting Peds, #/hr 0 11000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 10 11 7 5 10 5 Mvmt Flow 69 7 21 84 15 31 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 77 0 200 74 Stage 1 - - - - 74 - Stage 2 - - - - 126 - Critical Hdwy - - 4.17 - 6.5 6.25 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - -2.263 - 3.593.345 Pot Cap-1 Maneuver - - 1491 - 771 979 Stage 1 - - - - 929 - Stage 2 - - - - 880 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1490 - 759 978 Mov Cap-2 Maneuver - - - - 759 - Stage 1 - - - - 928 - Stage 2 - - - - 867 - Approach EB WB NB HCM Control Delay, s 0 1.5 9.2 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 894 - - 1490 - HCM Lane V/C Ratio 0.051 - -0.014 - HCM Control Delay (s) 9.2 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 6th TWSC 12: Van Sant & W Nevada 08/20/2019 42-unit Subdivision Traffic Analysis Design Year 2022 Build_PM Synchro 10 Report SOTE Page 6 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 11 02803 Future Vol, veh/h 11 02803 Conflicting Peds, #/hr 0 33001 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 23 0 0 10 0 33 Mvmt Flow 16 0 3 12 0 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 19 0 37 20 Stage 1 - - - - 19 - Stage 2 - - - - 18 - Critical Hdwy - - 4.1 - 6.4 6.53 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.53.597 Pot Cap-1 Maneuver - - 1611 - 981 975 Stage 1 - - - - 1009 - Stage 2 - - - - 1010 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1607 - 977 972 Mov Cap-2 Maneuver - - - - 977 - Stage 1 - - - - 1007 - Stage 2 - - - - 1008 - Approach EB WB NB HCM Control Delay, s 0 1.4 8.7 HCM LOS A Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT Capacity (veh/h) 972 - - 1607 - HCM Lane V/C Ratio 0.004 - -0.002 - HCM Control Delay (s) 8.7 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - SimTraffic Simulation Summary Design Year 2022 Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 1 Summary of All Intervals Run Number 12345Avg Start Time 2:35 2:35 2:35 2:35 2:35 2:35 End Time 3:45 3:45 3:45 3:45 3:45 3:45 Total Time (min) 70 70 70 70 70 70 Time Recorded (min) 60 60 60 60 60 60 # of Intervals 333333 # of Recorded Intervals 222222 Vehs Entered 381 374 396 376 373 379 Vehs Exited 378 380 396 378 373 382 Starting Vehs 4 13 6572 Ending Vehs 776373 Travel Distance (mi) 134 127 142 133 131 133 Travel Time (hr) 6.1 5.8 6.5 6.1 6.0 6.1 Total Delay (hr) 0.4 0.3 0.4 0.4 0.4 0.4 Total Stops 263 266 273 280 282 273 Fuel Used (gal) 4.8 4.6 5.1 4.7 4.6 4.8 Interval #0 Information Seeding Start Time 2:35 End Time 2:45 Total Time (min) 10 Volumes adjusted by PHF, Growth Factors. No data recorded this interval. Interval #1 Information Recording Start Time 2:45 End Time 3:00 Total Time (min) 15 Volumes adjusted by PHF, Growth Factors. Run Number 12345Avg Vehs Entered 116 112 122 109 128 115 Vehs Exited 108 116 115 108 128 113 Starting Vehs 4 13 6572 Ending Vehs 12 9 13 6 7 4 Travel Distance (mi) 39 39 46 40 44 42 Travel Time (hr) 1.8 1.8 2.2 1.9 2.1 2.0 Total Delay (hr) 0.1 0.1 0.2 0.1 0.2 0.1 Total Stops 84 98 114 91 107 100 Fuel Used (gal) 1.4 1.4 1.7 1.5 1.6 1.5 SimTraffic Simulation Summary Design Year 2022 Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 2 Interval #2 Information Recording Start Time 3:00 End Time 3:45 Total Time (min) 45 Volumes adjusted by Growth Factors, Anti PHF. Run Number 12345Avg Vehs Entered 265 262 274 267 245 263 Vehs Exited 270 264 281 270 245 265 Starting Vehs 12 9 13 6 7 4 Ending Vehs 776373 Travel Distance (mi) 95 88 96 93 87 92 Travel Time (hr) 4.3 4.0 4.3 4.2 3.9 4.1 Total Delay (hr) 0.3 0.2 0.2 0.2 0.2 0.2 Total Stops 179 168 159 189 175 174 Fuel Used (gal) 3.4 3.2 3.4 3.2 3.1 3.2 Queuing and Blocking Report Design Year 2022 Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 3 Intersection: 2: Laurel St & Randy St Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 74 62 56 40 Average Queue (ft) 23 27 28 15 95th Queue (ft) 60 52 52 41 Link Distance (ft) 318 443 319 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Willow St & Otis St Movement WB NB Directions Served LT LR Maximum Queue (ft) 6 69 Average Queue (ft) 0 19 95th Queue (ft) 4 55 Link Distance (ft) 402 577 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 5: Elizabeth & Randy St Movement NB Directions Served LR Maximum Queue (ft) 31 Average Queue (ft) 11 95th Queue (ft) 35 Link Distance (ft) 317 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 4 Intersection: 6: Otis St & Elizabeth Movement SB Directions Served LR Maximum Queue (ft) 31 Average Queue (ft) 6 95th Queue (ft) 27 Link Distance (ft) 317 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 8: Laurel St & Otis St/DW Movement EB NB Directions Served LTR LTR Maximum Queue (ft) 32 24 Average Queue (ft) 14 1 95th Queue (ft) 39 10 Link Distance (ft) 402 882 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 10: Laurel St & W Nevada Movement WB NB Directions Served LT LR Maximum Queue (ft) 25 55 Average Queue (ft) 1 26 95th Queue (ft) 12 49 Link Distance (ft) 833 558 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report Design Year 2022 Build_PM 08/20/2019 42-unit Subdivision Traffic Analysis SimTraffic Report SOTE Page 5 Intersection: 12: Van Sant & W Nevada Movement NB Directions Served LR Maximum Queue (ft) 58 Average Queue (ft) 5 95th Queue (ft) 29 Link Distance (ft) 595 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix F Speed Study Date: July 10th 2019 (Wed) Roadway: Willow St. north of Orange Ave. Direction of Travel: Southbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 123456789101112131415Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 0 31 0 30 0 29 0 28 11 2 27 1111 485% 26 111 3 25 1 1 24 0 23 11 2 22 1 1 21 11 2 20 1111111 7 19 11 2 18 11 2 17 11 2 16 0 15 0 14 0 13 0 12 0 11 0 10 0 Total 28 85th Percentile speed is 27 miles per hour (MPH) Southbound on Willow St. at Orange Ave. Date: July 10th 2019 (Wed) Roadway: Willow St. north of Orange Ave. Direction of Travel: Northbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 0 31 0 30 0 29 0 28 0 27 0 26 0 25 1 1 2 24 1 1 2 85% 23 1 1 2 22 1 1 2 21 0 20 1 1 1 1 4 19 1 1 2 18 1 1 2 17 0 16 0 15 0 14 0 13 0 12 0 11 0 10 0 Total 16 85th Percentile speed is 24 miles per hour (MPH) Northbound on Willow St. at Orange Ave. Date: July 10th 2019 (Wed) Roadway: Otis St. Direction of Travel: Westbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 0 31 0 30 0 29 0 28 0 27 1 1 26 1 1 25 0 24 1 1 23 1 1 22 0 21 1 1 1 1 4 85% 20 1 1 2 19 1 1 2 18 1 1 2 17 1 1 16 1 1 2 15 1 1 1 3 14 1 1 1 1 4 13 0 12 0 11 0 10 0 Total 24 85th Percentile speed is 21 miles per hour (MPH) Westbound on Otis St. Date: July 10th 2019 (Wed) Roadway: Otis St Direction of Travel: Eastbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 0 31 0 30 0 29 0 28 0 27 0 26 0 25 0 24 0 23 1 1 22 1 1 21 1 1 2 20 1 1 1 1 4 85% 19 1 1 1 1 4 18 1 1 1 1 4 17 1 1 1 1 4 16 1 1 2 15 1 1 1 1 4 14 0 13 0 12 0 11 0 10 0 Total 26 85th Percentile speed is 20 miles per hour (MPH) Eastbound on Otis St. Date: July 8th 2019 (Mon) Roadway: Orange Ave. Direction of Travel: Westbound Traffic Time: 8:00am-12:00pm Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 1 1 33 1 1 32 0 31 1 1 30 1 1 29 0 28 1 1 2 27 1 1 1 1 1 1 6 85% 26 1 1 1 1 1 1 6 25 1 1 1 1 1 5 24 1 1 23 1 1 1 3 22 1 1 1 1 1 1 1 7 21 1 1 1 1 1 1 6 20 1 1 1 1 1 1 6 19 1 1 1 1 1 1 6 18 1 1 2 17 1 1 16 1 1 15 0 14 0 13 0 12 0 11 0 10 0 Total 56 85th Percentile speed is 27 miles per hour (MPH) Westbound on Orange Ave. Date: July 8th 2019 (Mon) Roadway: Orange Ave. Direction of Travel: Eastbound Traffic Time: 8:00am-12:00pm Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 0 31 0 30 0 29 0 28 0 27 0 26 1 1 1 3 25 1 1 2 24 1 1 2 23 1 1 1 1 1 1 1 1 1 1 1 1 12 85% 22 1 1 1 1 1 1 1 1 8 21 1 1 1 1 1 5 20 1 1 1 1 1 1 1 1 8 19 1 1 1 1 4 18 1 1 2 17 0 16 0 15 0 14 0 13 0 12 0 11 0 10 0 Total 46 85th Percentile speed is 23 miles per hour (MPH) Eastbound on Orange Ave. Date: July 9th 2019 (Tue) Roadway: Laurel St. Direction of Travel: Southbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 1 1 33 1 1 32 0 31 1 1 1 3 30 1 1 1 3 29 1 1 1 1 1 5 85% 28 1 1 1 1 1 5 27 1 1 1 1 1 1 1 7 26 1 1 1 1 1 1 1 1 1 1 1 11 25 1 1 1 1 1 1 1 1 1 9 24 1 1 1 3 23 1 1 1 1 4 22 1 1 1 3 21 1 1 1 1 1 5 20 1 1 19 1 1 18 0 17 0 16 0 15 0 14 0 13 0 12 0 11 0 10 0 Total 62 85th Percentile speed is 29 miles per hour (MPH) Southbound on Laurel St. Date: July 9th 2019 (Tue) Roadway: Laurel St. Direction of Travel: Northbound Traffic Time: 7:30am-11:30am Speed Vehicle Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Sum 50 0 49 0 48 0 47 0 46 0 45 0 44 0 43 0 42 0 41 0 40 0 39 0 38 0 37 0 36 0 35 0 34 0 33 0 32 1 1 2 31 1 1 2 30 1 1 29 1 1 28 1 1 27 1 1 1 3 85% 26 1 1 25 1 1 24 1 1 1 3 23 1 1 1 1 1 5 22 1 1 1 1 1 5 21 1 1 1 1 1 1 6 20 1 1 1 1 1 1 1 7 19 1 1 1 3 18 1 1 2 17 1 1 2 16 0 15 0 14 0 13 0 12 0 11 0 10 0 Total 45 85th Percentile speed is 27 miles per hour (MPH) Northbound on Laurel St. ________________________ ________________________ Southern Oregon Transportation Engineering, LLC Appendix G Agency Requirements City of Ashland TIA Requirement TIA (Transportation Impact Analysis) – All land use actions that either propose direct or indirect access to a State highway or a boulevard will need to provide the City of Ashland with the information outlined below. The governing jurisdiction will then inform ODOT of the intended land use action and provide pertinent review material. These guidelines are intended to ensure that developments do not negatively impact the operation and/or safety of the roadway. A. Applicants must submit a preliminary site plan for review to the City of Ashland, prior to the pre- application conference. At a minimum, the site plan shall illustrate: 1. The location of existing access point(s) on both sides of the road within 500 feet in each direction for Category 4 segments or 5 lane boulevards, and 300 feet for Category 5 segments and 3 lane arterials; 2. Distances to neighboring constructed public access points, median openings, traffic signals, intersections, and other transportation features on both sides of the property (this should include the section of roadway between the nearest upstream and downstream collector); 3. Number and direction of site access driveway lanes to be constructed, as well as an internal signing and striping plan; 4. All planned transportation features on the State highway/boulevard (such as auxiliary lanes, signals, etc.); 5. Trip generation data or appropriate traffic studies (See the following section for the state's traffic impact study requirement thresholds.); 6. Parking and internal circulation plan; 7. Plat map showing property lines, right of way, and ownership of abutting properties; 8. A detailed description and justification of any requested access variances; B. Proposed land use actions, new developments, and/or redevelopment accessing a State highway/boulevard, directly or indirectly (via collector or local streets), will need to provide traffic impact studies to the respective local reviewing jurisdiction(s) and ODOT, if the proposed land use meets one or more of the following traffic impact study thresholds. A traffic impact study will not be required of a development that does not exceed the stated thresholds. 1. Trip Generation Threshold: 50 newly generated vehicle trips (inbound and outbound) during the adjacent street peak hour; 2. Mitigation Threshold: Installation of any traffic control device and/or construction of any geometric improvements that will affect the progression or operation of traffic traveling on, entering, or exiting the highway; 3. Heavy Vehicle Trip Generation Threshold: 20 newly generated heavy vehicle trips (inbound and outbound) during the day; 4. All traffic impact studies will need to be prepared by a registered professional engineer in accordance with ODOT's development review guidelines. C. Traffic Impact Study Requirements 1. The following is a summary of the Oregon State Highway minimum requirements for a traffic report. ODOT views the following requirements as the minimum considerations to be dealt with by Professional Traffic Engineering Consultants in their analysis of traffic impacts resulting from new developments adjacent to State highways. 2. The analysis shall include alternates other than what the developer originally submits as a proposal for access to state highways, city streets, and county roads. 3. The analysis of alternate access proposals shall include: (a) Existing daily and appropriate design peak hour counts by traffic movements, at intersections which would be affected by traffic generated by the development (use traffic flow diagrams). (b) Projected daily and appropriate design peak hour volumes for these same intersections, and at the proposed access points after completion of the development. If the development is to be constructed in phases, projected traffic volumes at the completion of each phase should be determined. (c) Trip Generation shall be calculated using the Institute of Transportation Engineers' manual “TRIP GENERATION 5th Edition” or other, more current, and/or applicable information. (d) A determination of the need for a traffic signal based on warrants in the “Manual on Uniform Traffic Control Devices.” 4. The recommendations made in the report should be specific and shall be based on a minimum level of service “D” when the development is in full service. As an example, if a traffic signal is recommended, the recommendations should include the type of traffic signal control and what movements should be signalized. If a storage lane for right turns or left turns is needed, the recommendations should include the amount of storage needed. If several intersections are involved for signalization, and an interconnect system is considered, specific analysis should be made concerning progression of traffic between intersections. 5. The internal circulation of parking lots must be analyzed to the extent that it can be determined whether the points of access will operate properly. 6. The report shall include an analysis of the impacts to neighboring driveway access points and adjacent streets affected by the proposed new development driveways. 7. The report should include a discussion of bike and pedestrian usage and the availability of mass transit to serve the development. Karl Johnson, E.I.T. Assistant Engineer City of Ashland 20 East Main St Ashland, OR 97520 p. (541) 488-5347 f. (541) 488-6006 e. johnsonk@ashland.or.us Southern Oregon Transportation Engineering, LLC Medford, Oregon 97504 Phone 541.608.9923 Fax 541.535.6873 Email: Kim.parducci@gmail.com