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HomeMy WebLinkAbout05_Lmbryd Traffic Study November 9, 2023 Taylor Lonsdale City of Bozeman 20 East Olive Street Bozeman, MT 59715 Reference: Lumberyard Apartments Traffic Analysis Project No. 23482 Dear Taylor: The purpose of this letter is to provide a summary of analysis performed in support of the proposed Lumberyard Apartments development in northern Bozeman, Montana between West Oak Street and Baxter Lane. Construction of 290 total multifamily apartment units across five buildings (58 units per building) is proposed on the site. Site Location and Layout It is anticipated that the first three apartment buildings (174 units) and clubhouse would be constructed by 2026, with development of the remaining two buildings (116 units) to follow. The site is bordered by North 11th Avenue, North 14th Avenue, Patrick Street, and Tschache Lane and access is proposed via all of those streets except North 11th Avenue. Recently, Tschache Lane was connected east to North 11th Avenue and North 14th Avenue was connected north to Tschache Lane. It is also anticipated that North 15th Avenue will connect north to Baxter Lane in the timeframe of this project. Within the site there are 342 surface parking spaces and 50 garage spaces proposed. External to the site, 78 on-street parallel parking spaces would be available. Existing Conditions Existing Conditions (2023) traffic counts were previously collected by KLJ at the study intersections on Wednesday, January 18 and 25, and on Friday, January 13 and 20, 2023. Prior Sanderson Stewart counts from Tuesday, April 4, 2023 were utilized at the Baxter Lane/North 7th Avenue and West Oak Street/North 7th Avenue intersections. The West Oak Street/North 11th Avenue intersection was also recounted by Sanderson Stewart on Thursday, October 12, 2023 to evaluate the most up-to-date volumes at that intersection. Intersection peak hours were generally found to be from 7:45 – 8:45 AM and 4:30 – 5:30 PM. Raw count data was adjusted for seasonal variation using Montana Department of Transportation (MDT) seasonal adjustment factors. Traffic volume count worksheets are attached. Taylor Lonsdale November 9, 2023 Page 2 Capacity calculations were performed for the study area using Synchro, Version 11 which is based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a qualitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is generally considered the minimum acceptable threshold in Montana communities, though exceptions are made in some cases. Existing Conditions (2023) capacity results are shown in Table 1 on the following page. Existing Conditions (2023) capacity results show that five of the study intersections operate at LOS D or worse on at least one approach during one or both peak hours. The signalized Baxter Lane/North 19th Avenue, Tschache Lane/North 19th Avenue, and West Oak Street/North 7th Avenue intersections all operate at LOS D or worse on the east and west approaches and the West Oak Street/North 19th Avenue intersection operates at LOS D or worse on all but the northbound approach. The stop-controlled intersection of West Oak Street/North 11th Avenue operates at LOS D on the southbound approach during the PM peak hour. Existing 95th percentile queues are lengthy on most approaches at the signalized intersections experiencing capacity deficiencies. Existing Conditions (2023) capacity calculation worksheets are attached. Trip Generation This analysis utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the most widely accepted source in the United States for determining trip generation projections. These projections are used to analyze the impacts of a new development on the surrounding area. For the purposes of this study, Land Use Code 221 – Multifamily Housing (Mid-Rise) was utilized to project trip generation for the proposed Lumberyard Apartments. Table 2 on page 4 presents the results of the trip generation analysis for this study. After construction of buildings 1, 2, 3, and the clubhouse, the Lumberyard Apartments are projected to generate 790 gross average weekday trips with 64 trips (15 entering/49 exiting) generated during the AM peak hour and 68 trips (41 entering/27 exiting) generated during the PM peak hour. Upon full buildout of the development, the Lumberyard Apartments are projected to generate 1,317 total gross average weekday trips with 107 total trips (25 entering/82 exiting) generated during the AM peak hour and 113 total trips (68 entering/45 exiting) generated during the PM peak hour. Taylor Lonsdale November 9, 2023 Page 3 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 55.2 E 12 66.3 E 12 WB 46.9 D 6 66.5 E 14 NB 28.2 C 11 3.1 A 12 SB 16.5 B 16 19.9 B 19 Intersection 30.0 C --26.4 C -- EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.1 A 0 NB 12.2 B 1 14.2 B 1 Intersection 0.7 A --1.4 A -- EB 16.3 C 2 19.1 C 3 WB 10.7 B 1 14.6 B 2 NB 1.6 A 1 2.6 A 2 SB 0.5 A 1 0.8 A 1 Intersection 2.9 A --4.1 A -- EB 53.0 D 5 59.8 E 8 WB 53.9 D 2 55.9 E 6 NB 16.3 B 2 4.4 A 7 SB 0.5 A 2 0.9 A 17 Intersection 13.7 B --13.6 B -- EB 61.3 E 21 66.0 E 16 WB 32.6 C 5 52.6 D 13 NB 24.1 C 14 27.6 C 23 SB 36.4 D 3 37.5 D 26 Intersection 36.1 D --41.7 D -- EB 4.4 A 4 5.6 A 4 WB 4.0 A 2 6.2 A 6 NB 17.9 B 2 17.8 B 4 SB 17.3 B 1 16.0 B 1 Intersection 5.6 A --7.8 A -- EB 0.3 A 1 0.5 A 1 WB 0.0 A 0 0.0 A 0 NB 15.3 C 0 18.9 C 0 SB 18.3 C 1 27.5 D 1 Intersection 0.9 A --1.3 A -- EB 43.9 D 13 48.3 D 11 WB 54.7 D 6 81.5 F 17 NB 18.1 B 7 24.8 C 15 SB 15.3 B 12 22.8 C 12 Intersection 29.3 C --41.6 D -- Intersection Control Signalized Baxter Lane & North 19th Avenue Intersection Approach Existing (2023) AM Peak PM Peak Intersection Control Two-Way Stop Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control One-Way Stop Control (NB) Baxter Lane & North 11th Avenue Intersection Control Signalized West Oak Street & North 19th Avenue Intersection Control Signalized Tschache Lane & North 19th Avenue West Oak Street & North 7th Avenue Intersection Control Signalized Intersection Control Signalized West Oak Street & North 15th Avenue Intersection Control Two-Way Stop Control (NB/SB) West Oak Street & North 11th Avenue Table 1: Existing Conditions (2023) Capacity Calculations Summary Taylor Lonsdale November 9, 2023 Page 4 Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed development. However, to estimate the net number of new trips made by personal vehicles external to the site, adjustments must often be made to account for internal capture trips, pass-by trips, and trips made by alternate modes. A reduction for trips made by alternate modes (walking, biking, transit) was conservatively not assumed for this site, although some multi-modal trips are likely to occur. Internal capture (IC) trips are trips that do not have origins or destinations external to a project site and therefore do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments where residential, commercial, and office-related land uses exhibit a high rate of internal trip exchange and were therefore not calculated for this site. Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary trip destination. Pass-by trips are attracted from traffic “passing by” on an adjacent street that offers direct access to that site. Pass-by trips are primarily attracted by commercial type land uses such as restaurants, convenience markets, and gas stations and were therefore also not calculated for the Lumberyard Apartments. Trip Distribution, Traffic Assignment, and Future Projections The trip distribution for this study was calculated based on Existing Conditions (2023) volumes and trips were assigned according to that distribution. A Phase 1 (2026) scenario was evaluated based on the anticipated buildout date of buildings 1-3 and the clubhouse. A 15-year horizon Future (2038) scenario was also evaluated for full buildout of the Lumberyard Apartments. In addition to the site-generated traffic assignments, an annual background traffic increase was calculated to account for additional area development and general population growth. To account for that growth, historical MDT traffic data, future projections calculated for the Bozeman travel demand model (TDM), and trips projected for other nearby developments were reviewed, and it was determined that a background growth rate of 2.0 percent would be appropriate to model long-range ambient growth in the study Table 2: Lumberyard Apartments Trip Generation Summary Intensity Units total enter exit total enter exit total enter exit Multifamily Housing (Mid-Rise)1 174 Dwelling Units 790 395 395 64 15 49 68 41 27 Multifamily Housing (Mid-Rise)1 116 Dwelling Units 527 264 263 43 10 33 45 27 18 1317 659 658 107 25 82 113 68 45 (1)Multifamily Housing (Mid-Rise) - Land Use 221*Units = Dwelling Units Average Weekday:Average Rate = 4.54 (50% entering/50% exiting) Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM:Average Rate = 0.37 (23% entering/77% exiting) Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM:Average Rate = 0.39 (61% entering/39% exiting) *Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021 PM Peak HourLand Use AM Peak HourIndependent Variable Average Weekday Buildings 1, 2, & 3 Buildings 4 & 5 Full Buildout New External Trips Taylor Lonsdale November 9, 2023 Page 5 area. This growth rate is thought to account for potential known and unknown developments in the area, so additional trips were not added to determine future projections. Existing traffic volumes, anticipated background growth, and site-generated traffic assignments were combined to determine the Phase 1 (2026) and Future (2038) scenario traffic projections. Phase 1 (2026) Future (2038) Capacity Phase 1 (2026) and Future (2038) capacity calculations were again performed using Synchro, Version 11 and the results are shown in Tables 3 and 4 on pages 6 and 7. Phase 1 (2026) capacity results are similar to Existing Conditions (2023), with worsening delay and LOS at currently failing approaches. Projected 95th percentile queuing is expected to become very lengthy, especially at the West Oak Street/North 19th Avenue intersection. Future (2025) capacity results show that additional approaches are projected to begin operating at LOS D or worse at several intersections with existing capacity deficiencies. The eastbound approach at the Baxter Lane/North 7th Avenue intersection is projected to operate at LOS E and F in the AM and PM peak hours. The southbound approach at the West Oak Street/North 11th Avenue intersection is projected to operate at LOS E or worse in both peak hours, and the northbound approach is projected to worsen to LOS D in the PM peak hour. Projected 95th percentile queuing is expected to become extreme at several intersections, particularly along North 19th Avenue, West Oak Street, and North 7th Avenue. Phase 1 (2026) and Future (2038) capacity worksheets attached. Traffic Signal Warrants Traffic signal warrants were evaluated at the West Oak Street/North 11th Avenue intersection using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD presents several warrants that can be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, Warrants 5, 7, and 9 (School Crossing, Crash Experience, and Intersection Near a Grade Crossing) were not evaluated because there are no school or railroad crossings near the intersection, and crash history has not yet been provided by MDT. Additionally, satisfaction of the Peak Hour warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge a large number of vehicles over a short time. It was found that no signal warrants are met for the Existing Conditions (2023) scenario or projected to be met for either the Phase 1 (2026) or Future (2038) scenarios due to low minor approach volumes. In the Future (2038) scenario, volumes on the southbound minor approach are projected to be within 70 percent of the threshold required to meet Warrant 1 (Eight- Hour Vehicular Volume). Signal warrant worksheets are attached. Taylor Lonsdale November 9, 2023 Page 6 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 55.9 E 13 72.7 E 14 WB 46.3 D 7 67.0 E 16 NB 29.8 C 12 4.1 A 20 SB 18.1 B 18 23.6 C 23 Intersection 31.2 C --28.9 C -- EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.1 A 0 NB 12.1 B 1 14.7 B 1 Intersection 0.7 A --1.4 A -- EB 19.1 C 3 22.3 C 4 WB 11.1 B 1 15.8 C 2 NB 1.7 A 1 2.9 A 2 SB 0.5 A 1 0.8 A 1 Intersection 3.3 A --4.6 A -- EB 51.6 D 5 59.2 E 9 WB 52.6 D 3 53.6 D 7 NB 17.6 B 2 6.3 A 7 SB 0.5 A 3 1.1 A 17 Intersection 14.2 B --14.2 B -- EB 68.4 E 24 66.8 E 18 WB 35.3 D 8 52.0 D 14 NB 28.0 C 16 37.4 D 28 SB 40.1 D 3 54.1 D 30 Intersection 40.3 D --50.0 D -- EB 4.7 A 4 6.2 A 5 WB 4.3 A 2 6.9 A 7 NB 17.9 B 2 17.7 B 4 SB 17.3 B 1 15.8 B 2 Intersection 5.9 A --8.3 A -- EB 0.3 A 1 0.6 A 1 WB 0.0 A 0 0.0 A 0 NB 15.7 C 0 21.5 C 0 SB 20.3 C 1 38.2 E 2 Intersection 1.2 A --1.9 A -- EB 44.3 D 14 51.8 D 13 WB 54.1 D 6 101.1 F 21 NB 20.3 C 8 29.0 C 16 SB 17.2 B 13 26.5 C 14 Intersection 30.6 C --49.1 D -- Intersection Control Signalized Intersection Approach Phase 1 (2026) AM Peak PM Peak Baxter Lane & North 19th Avenue Intersection Control One-Way Stop Control (NB) Baxter Lane & North 11th Avenue Intersection Control Two-Way Stop Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control Signalized Tschache Lane & North 19th Avenue Intersection Control Signalized West Oak Street & North 11th Avenue Intersection Control Signalized West Oak Street & North 7th Avenue West Oak Street & North 19th Avenue Intersection Control Signalized West Oak Street & North 15th Avenue Intersection Control Two-Way Stop Control (NB/SB) Table 3: Phase 1 (2026) Capacity Calculations Summary Taylor Lonsdale November 9, 2023 Page 7 Avg Delay (s/veh) LOS 95th % Queue (veh) Avg Delay (s/veh) LOS 95th % Queue (veh) EB 60.3 E 19 117.0 F 21 WB 41.5 D 8 76.8 E 21 NB 37.3 D 14 11.4 B 43 SB 29.0 C 28 39.4 D 39 Intersection 38.4 D --44.0 D -- EB 0.0 A 0 0.0 A 0 WB 0.4 A 0 0.1 A 0 NB 13.7 B 1 18.9 C 1 Intersection 0.9 A --1.8 A -- EB 38.0 E 7 61.8 F 10 WB 12.4 B 1 23.1 C 3 NB 2.2 A 2 5.3 A 6 SB 0.6 A 1 1.0 A 1 Intersection 5.6 A --9.8 A -- EB 48.5 D 6 71.2 E 14 WB 50.9 D 3 53.2 D 10 NB 14.4 B 2 9.1 A 6 SB 10.8 B 21 1.3 A 16 Intersection 18.1 B --16.8 B -- EB 145.5 F 34 74.4 E 27 WB 54.1 D 13 61.1 E 22 NB 36.7 D 24 114.7 F 40 SB 45.5 D 11 183.4 F 43 Intersection 62.5 E --118.8 F -- EB 5.5 A 6 8.1 A 7 WB 4.9 A 3 9.6 A 11 NB 18.3 B 2 17.7 B 5 SB 17.5 B 1 15.2 B 2 Intersection 6.7 A --10.3 B -- EB 0.4 A 1 0.9 A 1 WB 0.0 A 0 0.1 A 0 NB 18.8 C 1 33.6 D 1 SB 36.9 E 2 137.7 F 5 Intersection 2.2 A --6.5 A -- EB 64.0 E 20 55.0 D 19 WB 54.8 D 8 187.7 F 30 NB 26.3 C 10 42.4 D 25 SB 22.9 C 19 37.4 D 19 Intersection 39.7 D --76.8 E -- West Oak Street & North 7th Avenue West Oak Street & North 15th Avenue Intersection Control Two-Way Stop Control (NB/SB) West Oak Street & North 11th Avenue Intersection Control Signalized Tschache Lane & North 19th Avenue Intersection Control Signalized West Oak Street & North 19th Avenue Intersection Control Signalized Intersection Control Two-Way Stop Control (EB/WB) Baxter Lane & North 7th Avenue Intersection Control Signalized Baxter Lane & North 19th Avenue Intersection Control One-Way Stop Control (NB) Baxter Lane & North 11th Avenue Intersection Control Signalized Intersection Approach Future (2038) AM Peak PM Peak Table 4: Future (2038) Capacity Calculations Summary Taylor Lonsdale November 9, 2023 Page 8 Conclusions Multiple intersections in the study area currently operate and are projected to continue to operate with failing capacity. However, most of these intersections are considered to be fully built out to their maximum capacity apart from some minor improvements planned in the City’s Capital Improvements Plan (CIP). The CIP currently lists improvements at the West Oak Street/North 19th Avenue intersection scheduled for 2024 to include an eastbound lane reconfiguration and signal upgrades. Other currently unscheduled improvements include the following: widening of West Oak Street to a five-lane arterial standard west of North 19th Avenue, connection of North 15th Avenue from Tschache Lane to Baxter Lane (expected to occur concurrently with the Lumberyard Apartments project), connection of North 11th Avenue between Durston Road and West Oak Street, and improvements at the West Oak Street/North 11th Avenue intersection when traffic signal warrants are met. Operations at the West Oak Street/North 11th Avenue intersection are projected to worsen to LOS F on the southbound approach in the Future (2038) scenario, but it is likely that some vehicles would reroute to other intersections rather than experience this delay, particularly during the PM peak hour. These vehicles would likely access West Oak Street via the traffic signal at North 15th Avenue or utilize Baxter Lane to travel east toward North 7th Avenue. Volumes and operations at this intersection should be monitored as trips from the Lumberyard Apartments are added to the network, particularly if North 11th Avenue is connected south to Durston Road as listed in the CIP. Volumes should also be monitored once the Tschache Lane and North 15th Avenue connections are completed and opened. In general, trips from the proposed Lumberyard Apartments are projected to have a minimal impact on operations in the study area. If you have any questions or concerns about the above analysis, please feel free to contact me at 406-922-4306 or jstaszcuk@sandersonstewart.com. Sincerely, Joey Staszcuk, PE, PTOE, RSP1 Senior Engineer | Community Transportation Studio Manager ARS/jhs Enc: Existing volumes Capacity Calculations Warrants P:23482_Lumberyard_Apts_11.9.2023 TRAFFIC VOLUME DATA Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 7:45 AM 32 240 34 0 306 16 120 10 0 146 24 35 41 0 100 14 15 6 0 35 587 8:00 AM 33 162 20 0 215 12 78 9 0 99 20 58 41 0 119 20 41 4 0 65 498 8:15 AM 26 193 22 0 241 14 132 8 0 154 24 53 23 0 100 12 35 9 0 56 551 8:30 AM 26 164 18 0 208 14 131 10 0 155 21 39 36 0 96 17 28 18 0 63 522 Grand Total 117 759 94 0 970 56 461 37 0 554 89 185 141 0 415 63 119 37 0 219 2158 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 1.7 3.3 1.1 0.0 2.9 0.0 6.3 5.4 0.0 5.6 1.1 0.5 1.4 0.0 1.0 3.2 2.5 5.4 0.0 3.2 Total Truck % 1.7 3.3 1.1 0.0 2.9 0.0 6.3 5.4 0.0 5.6 1.1 0.5 1.4 0.0 1.0 3.2 2.5 5.4 0.0 3.2 Total % 5.4 35.2 4.4 0.0 44.9 2.6 21.4 1.7 0.0 25.7 4.1 8.6 6.5 0.0 19.2 2.9 5.5 1.7 0.0 10.1 100.0 PHF 0.79 0.79 0.79 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.92 RT TH LT U 117 759 94 0 63RT119TH37LT0UU0LT141TH185RT890 37 461 56 U LT TH RT 885 554 Out In North 19th AvenueIn273 Out335Total Entering 2158Out 219InNorth 19th Avenue 970 In Out 665 Baxter LaneBaxter Lane415Bozeman, MTFriday, January 13, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 19th Avenue Baxter Lane Baxter Lane Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Baxter Ln & North 19th AveCounted By: Westbound Agency/Company: KLJ North/South Street: North 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 19th Avenue Northbound Baxter Lane Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0 0.99 0.99 0.99 0.99 0 4:30 PM 38 219 20 0 277 20 221 29 0 270 20 25 33 0 78 43 56 23 0 122 747 4:45 PM 58 204 32 0 294 18 248 14 0 280 26 29 35 0 90 33 63 23 0 119 783 5:00 PM 41 219 27 0 287 24 271 19 0 314 29 39 34 0 102 37 58 21 0 116 819 5:15 PM 38 204 29 0 271 21 250 27 0 298 30 33 34 0 97 41 68 25 0 134 800 Grand Total 175 846 108 0 1129 83 990 89 0 1162 105 126 136 0 367 154 245 92 0 491 3149 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 3.4 0.7 0.9 0.0 1.2 0.0 1.1 2.2 0.0 1.1 1.0 1.6 2.2 0.0 1.6 0.6 0.8 0.0 0.0 0.6 Total Truck % 3.4 0.7 0.9 0.0 1.2 0.0 1.1 2.2 0.0 1.1 1.0 1.6 2.2 0.0 1.6 0.6 0.8 0.0 0.0 0.6 Total % 5.6 26.9 3.4 0.0 35.9 2.6 31.4 2.8 0.0 36.9 3.3 4.0 4.3 0.0 11.7 4.9 7.8 2.9 0.0 15.6 100.0 PHF 0.98 0.98 0.98 0.93 0.93 0.93 0.90 0.90 0.90 1.00 1.00 1.00 0.96 RT TH LT U 175 846 108 0 154RT245TH92LT0UU0LT136TH126RT1050 89 990 83 U LT TH RT North 19th Avenue Baxter LaneTotal Entering 3149 491In1043 1162 Out In North 19th Avenue In Out 1129 1280 Baxter LaneOut509Vehicle Volumes and Adjustments North 19th Avenue North 19th Avenue Baxter Lane Baxter Lane Southbound Northbound Eastbound Westbound In367317OutNorth/South Street: North 19th Avenue Baxter Lane Date Performed: Friday, January 13, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street: Agency/Company: KLJ INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Baxter Ln & North 19th Ave NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 7:45 AM 0 0 0 0 0 2 0 5 0 7 8 57 0 0 65 0 36 2 0 38 110 8:00 AM 0 0 0 0 0 0 0 4 0 4 8 53 0 0 61 0 49 0 0 49 114 8:15 AM 0 0 0 0 0 0 0 5 0 5 12 71 0 0 83 0 47 6 0 53 141 8:30 AM 0 0 0 0 0 0 0 5 0 5 9 50 0 0 59 0 40 2 0 42 106 Grand Total 0 0 0 0 0 2 0 19 0 21 37 231 0 0 268 0 172 10 0 182 471 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.4 0.0 0.0 0.7 0.0 5.8 0.0 0.0 5.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.4 0.0 0.0 0.7 0.0 5.8 0.0 0.0 5.5 Total % 0.0 0.0 0.0 0.0 0.0 0.4 0.0 4.0 0.0 4.5 7.9 49.0 0.0 0.0 56.9 0.0 36.5 2.1 0.0 38.6 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 0.85 0.85 0.85 0.83 RT TH LT U 0 0 0 0 0RT172TH10LT0UU0LT0TH231RT370 19 0 2 U LT TH RT 47 21 Out In North 11th AvenueIn191 Out233Total Entering 471Out 182InNorth 11th Avenue 0 In Out 0 Baxter LaneBaxter Lane268Bozeman, MTWednesday, January 25, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 11th Avenue Baxter Lane Baxter Lane Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Baxter Ln & North 11th AveCounted By: Westbound Agency/Company: KLJ North/South Street: North 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 11th Avenue Northbound Baxter Lane Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 0 1.03 1.03 1.03 1.03 0 4:30 PM 0 0 0 0 0 2 0 14 0 16 4 55 0 0 59 0 82 0 0 82 157 4:45 PM 0 0 0 0 0 1 0 13 0 14 9 73 0 0 82 0 85 0 0 85 181 5:00 PM 0 0 0 0 0 1 0 13 0 14 13 52 0 0 65 0 79 2 0 81 160 5:15 PM 0 0 0 0 0 1 0 16 0 17 11 60 0 0 71 0 69 0 0 69 157 Grand Total 0 0 0 0 0 5 0 56 0 61 37 240 0 0 277 0 315 2 0 317 655 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.4 0.0 0.0 0.7 0.0 1.0 50.0 0.0 1.3 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.4 0.0 0.0 0.7 0.0 1.0 50.0 0.0 1.3 Total % 0.0 0.0 0.0 0.0 0.0 0.8 0.0 8.5 0.0 9.3 5.6 36.6 0.0 0.0 42.3 0.0 48.1 0.3 0.0 48.4 100.0 PHF 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.94 0.94 0.94 0.90 RT TH LT U 0 0 0 0 0RT315TH2LT0UU0LT0TH240RT370 56 0 5 U LT TH RT North 11th Avenue Baxter LaneTotal Entering 655 317In39 61 Out In North 11th Avenue In Out 0 0 Baxter LaneOut371Vehicle Volumes and Adjustments North 11th Avenue North 11th Avenue Baxter Lane Baxter Lane Southbound Northbound Eastbound Westbound In277245OutNorth/South Street: North 11th Avenue Baxter Lane Date Performed: Wednesday, January 25, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street: Agency/Company: KLJ INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Baxter Ln & North 11th Ave NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 7:45 AM 21 227 12 0 260 4 154 26 0 184 45 0 0 0 45 9 0 0 0 9 498 8:00 AM 18 218 7 0 243 3 151 26 0 180 59 0 0 0 59 14 0 0 0 14 496 8:15 AM 25 182 17 0 224 5 150 25 0 180 65 0 0 0 65 12 0 0 0 12 481 8:30 AM 34 165 18 1 218 3 137 28 0 168 44 0 0 0 44 12 0 0 0 12 442 Grand Total 98 792 54 1 945 15 592 105 0 712 213 0 0 0 213 47 0 0 0 47 1917 Medium Truck % 10.2 2.7 1.9 0.0 3.4 0.0 2.0 4.8 0.0 2.4 3.3 0.0 0.0 0.0 3.3 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 2.0 0.9 0.0 0.0 1.0 0.0 1.4 1.0 0.0 1.3 1.4 0.0 0.0 0.0 1.4 2.1 0.0 0.0 0.0 2.1 Total Truck % 12.2 3.5 1.9 0.0 4.3 0.0 3.4 5.7 0.0 3.7 4.7 0.0 0.0 0.0 4.7 2.1 0.0 0.0 0.0 2.1 Total % 5.1 41.3 2.8 0.1 49.3 0.8 30.9 5.5 0.0 37.1 11.1 0.0 0.0 0.0 11.1 2.5 0.0 0.0 0.0 2.5 100.0 PHF 0.91 0.91 0.91 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.96 RT TH LT U 98 792 54 1 47RT0UU0RT2130 105 592 15 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Baxter Lane Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Baxter LaneCounted By:Baxter LaneBaxter Lane213City of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue Baxter Lane Baxter Lane Vehicle Volumes and Adjustments North 7th Avenue 945 In Out 640 North 7th Avenue 712 InOut 1005In203 In47Out69Total Entering 1917Out NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 4:45 PM 30 166 21 1 218 11 202 47 0 260 72 0 0 0 72 33 0 0 0 33 583 5:00 PM 52 220 16 0 288 8 250 57 0 315 52 0 0 0 52 34 0 0 0 34 689 5:15 PM 47 212 21 0 280 4 229 57 0 290 72 0 0 0 72 32 0 0 0 32 674 5:30 PM 40 187 14 0 241 6 220 68 1 295 46 0 0 0 46 36 0 0 0 36 618 Grand Total 169 785 72 1 1027 29 901 229 1 1160 242 0 0 0 242 135 0 0 0 135 2564 Medium Truck % 3.6 0.6 0.0 0.0 1.1 0.0 1.1 0.4 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.7 Heavy Truck % 0.6 0.6 0.0 0.0 0.6 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Truck % 4.1 1.3 0.0 0.0 1.7 0.0 1.4 0.4 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.7 Total % 6.6 30.6 2.8 0.0 40.1 1.1 35.1 8.9 0.0 45.2 9.4 0.0 0.0 0.0 9.4 5.3 0.0 0.0 0.0 5.3 100.0 PHF 0.89 0.89 0.89 0.92 0.92 0.92 1.00 1.00 1.00 0.99 0.99 0.99 0.93 RT TH LT U 169 785 72 1 135RT0UU0RT2421 229 901 29 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Baxter Lane North/South Street: North 7th Avenue Baxter Lane Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street:Baxter LaneOut398Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Baxter Lane Baxter Lane Southbound Northbound Eastbound Westbound In242101OutNorth 7th Avenue In Out 1027 1037 North 7th Avenue 135InBaxter LaneTotal Entering 2564 1028 1160 Out In NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 7:45 AM 7 235 4 0 246 7 104 11 0 122 29 4 17 0 50 0 1 6 0 7 425 8:00 AM 8 184 6 0 198 6 97 10 0 113 22 1 12 0 35 1 3 4 0 8 354 8:15 AM 11 174 7 0 192 4 114 19 0 137 34 15 25 0 74 2 3 9 0 14 417 8:30 AM 12 180 5 0 197 4 134 18 0 156 25 2 18 0 45 1 2 8 0 11 409 Grand Total 38 773 22 0 833 21 449 58 0 528 110 22 72 0 204 4 9 27 0 40 1605 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 26.3 1.9 13.6 0.0 3.4 4.8 4.5 0.0 0.0 4.0 1.8 0.0 12.5 0.0 5.4 25.0 0.0 11.1 0.0 10.0 Total Truck % 26.3 1.9 13.6 0.0 3.4 4.8 4.5 0.0 0.0 4.0 1.8 0.0 12.5 0.0 5.4 25.0 0.0 11.1 0.0 10.0 Total % 2.4 48.2 1.4 0.0 51.9 1.3 28.0 3.6 0.0 32.9 6.9 1.4 4.5 0.0 12.7 0.2 0.6 1.7 0.0 2.5 100.0 PHF 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94 RT TH LT U 38 773 22 0 4RT9TH27LT0UU0LT72TH22RT1100 58 449 21 U LT TH RT 910 528 Out In North 19th AvenueIn105 Out65Total Entering 1605Out 40InNorth 19th Avenue 833 In Out 525 Tschache LaneTschache Lane204Bozeman, MTFriday, January 13, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 19th Avenue Tschache Lane Tschache Lane Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Tschache Ln & North 19th AveCounted By: Westbound Agency/Company: KLJ North/South Street: North 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 19th Avenue Northbound Tschache Lane Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0 4:30 PM 20 227 12 0 259 8 215 27 0 250 24 14 36 0 74 35 10 22 0 67 650 4:45 PM 14 209 19 0 242 6 230 26 0 262 18 7 25 0 50 24 14 12 0 50 604 5:00 PM 11 203 17 0 231 10 255 23 0 288 20 17 34 0 71 18 13 21 0 52 642 5:15 PM 11 218 11 0 240 6 240 30 0 276 29 9 33 0 71 18 19 26 0 63 650 Grand Total 56 857 59 0 972 30 940 106 0 1076 91 47 128 0 266 95 56 81 0 232 2546 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 10.7 0.4 0.0 0.0 0.9 0.0 1.0 0.0 0.0 0.8 1.1 0.0 3.9 0.0 2.3 1.1 0.0 1.2 0.0 0.9 Total Truck % 10.7 0.4 0.0 0.0 0.9 0.0 1.0 0.0 0.0 0.8 1.1 0.0 3.9 0.0 2.3 1.1 0.0 1.2 0.0 0.9 Total % 2.2 33.7 2.3 0.0 38.2 1.2 36.9 4.2 0.0 42.3 3.6 1.8 5.0 0.0 10.4 3.7 2.2 3.2 0.0 9.1 100.0 PHF 0.94 0.94 0.94 1.00 1.00 1.00 0.90 0.90 0.90 0.87 0.87 0.87 0.98 RT TH LT U 56 857 59 0 95RT56TH81LT0UU0LT128TH47RT910 106 940 30 U LT TH RT North 19th Avenue Tschache LaneTotal Entering 2546 232In1029 1076 Out In North 19th Avenue In Out 972 1163 Tschache LaneOut218Vehicle Volumes and Adjustments North 19th Avenue North 19th Avenue Tschache Lane Tschache Lane Southbound Northbound Eastbound Westbound In266136OutNorth/South Street: North 19th Avenue Tschache Lane Date Performed: Friday, January 13, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street: Agency/Company: KLJ INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Tschache Ln & North 19th Ave NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 0 7:45 AM 66 97 10 0 173 20 222 30 0 272 17 120 18 0 155 17 47 26 0 90 690 8:00 AM 70 119 16 0 205 28 188 33 0 249 18 86 15 0 119 21 45 41 0 107 680 8:15 AM 75 130 10 0 215 16 155 35 0 206 19 119 23 0 161 24 37 34 0 95 677 8:30 AM 49 124 15 0 188 15 181 38 0 234 7 46 13 0 66 23 35 49 0 107 595 Grand Total 260 470 51 0 781 79 746 136 0 961 61 371 69 0 501 85 164 150 0 399 2642 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 1.2 3.8 5.9 0.0 3.1 1.3 1.6 4.4 0.0 2.0 0.0 0.5 1.4 0.0 0.6 8.2 1.2 4.7 0.0 4.0 Total Truck % 1.2 3.8 5.9 0.0 3.1 1.3 1.6 4.4 0.0 2.0 0.0 0.5 1.4 0.0 0.6 8.2 1.2 4.7 0.0 4.0 Total % 9.8 17.8 1.9 0.0 29.6 3.0 28.2 5.1 0.0 36.4 2.3 14.0 2.6 0.0 19.0 3.2 6.2 5.7 0.0 15.1 100.0 PHF 1.00 1.00 1.00 0.88 0.88 0.88 0.81 0.81 0.81 1.00 1.00 1.00 0.96 RT TH LT U 260 470 51 0 85RT164TH150LT0UU0LT69TH371RT610 136 746 79 U LT TH RT Westbound Agency/Company: KLJ North/South Street: North 19th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 19th Avenue Northbound West Oak Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information West Oak St & North 19th AveCounted By:West Oak StreetWest Oak Street501Bozeman, MTWednesday, January 18, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 19th Avenue West Oak Street West Oak Street Vehicle Volumes and Adjustments North 19th Avenue 781 In Out 900 In560Out501Total Entering 2642Out 399In681 961 Out In North 19th Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.09 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 0 4:30 PM 49 258 36 0 343 26 220 42 0 288 16 52 38 0 106 62 115 57 0 234 971 4:45 PM 41 241 29 0 311 25 225 44 0 294 13 77 32 0 122 58 112 45 0 215 942 5:00 PM 35 227 44 0 306 29 218 52 0 299 13 63 44 0 120 49 164 63 0 276 1001 5:15 PM 36 223 41 0 300 36 204 53 0 293 10 62 38 0 110 54 136 59 0 249 952 Grand Total 161 949 150 0 1260 116 867 191 0 1174 52 254 152 0 458 223 527 224 0 974 3866 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 3.1 0.4 0.7 0.0 0.8 0.0 0.1 0.5 0.0 0.2 0.0 0.4 0.0 0.0 0.2 1.3 0.4 0.0 0.0 0.5 Total Truck % 3.1 0.4 0.7 0.0 0.8 0.0 0.1 0.5 0.0 0.2 0.0 0.4 0.0 0.0 0.2 1.3 0.4 0.0 0.0 0.5 Total % 4.2 24.5 3.9 0.0 32.6 3.0 22.4 4.9 0.0 30.4 1.3 6.6 3.9 0.0 11.8 5.8 13.6 5.8 0.0 25.2 100.0 PHF 1.00 1.00 1.00 0.98 0.98 0.98 0.95 0.95 0.95 0.88 0.88 0.88 0.96 RT TH LT U 161 949 150 0 223RT527TH224LT0UU0LT152TH254RT520 191 867 116 U LT TH RT Agency/Company: KLJ INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: West Oak St & North 19th Ave North/South Street: North 19th Avenue West Oak Street Date Performed: Wednesday, January 18, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street:West Oak StreetOut879Vehicle Volumes and Adjustments North 19th Avenue North 19th Avenue West Oak Street West Oak Street Southbound Northbound Eastbound Westbound In458520OutNorth 19th Avenue In Out 1260 1242 North 19th Avenue West Oak StreetTotal Entering 3866 974In1225 1174 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 0 7:45 AM 0 0 2 0 2 11 1 9 0 21 9 202 3 0 214 2 76 14 0 92 329 8:00 AM 4 0 4 0 8 9 3 9 0 21 16 177 7 0 200 2 96 13 0 111 340 8:15 AM 0 0 2 0 2 19 1 14 0 34 20 182 6 0 208 1 86 16 0 103 347 8:30 AM 4 1 3 0 8 15 4 8 0 27 11 108 5 0 124 3 105 9 0 117 276 Grand Total 8 1 11 0 20 54 9 40 0 103 56 669 21 0 746 8 363 52 0 423 1292 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 12.5 0.0 18.2 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.5 12.5 4.4 1.9 0.0 4.3 Total Truck % 12.5 0.0 18.2 0.0 15.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.5 12.5 4.4 1.9 0.0 4.3 Total % 0.6 0.1 0.9 0.0 1.5 4.2 0.7 3.1 0.0 8.0 4.3 51.8 1.6 0.0 57.7 0.6 28.1 4.0 0.0 32.7 100.0 PHF 1.00 1.00 1.00 0.76 0.76 0.76 0.90 0.90 0.90 1.00 1.00 1.00 0.93 RT TH LT U 8 1 11 0 8RT363TH52LT0UU0LT21TH669RT560 40 9 54 U LT TH RT 109 103 Out In North 15th AvenueIn411 Out734Total Entering 1292Out 423InNorth 15th Avenue 20 In Out 38 West Oak StreetWest Oak Street746Bozeman, MTWednesday, January 18, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 15th Avenue West Oak Street West Oak Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information West Oak St & North 15th AveCounted By: Westbound Agency/Company: KLJ North/South Street: North 15th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 15th Avenue Northbound West Oak Street Eastbound East/West Street: NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 0 1.01 1.01 1.01 1.01 0 4:30 PM 12 7 4 0 23 12 0 31 0 43 16 115 5 0 136 4 182 10 0 196 398 4:45 PM 9 3 3 0 15 13 2 23 0 38 16 125 1 0 142 2 190 15 0 207 402 5:00 PM 6 3 3 0 12 20 1 40 0 61 15 129 3 0 147 3 216 8 0 227 447 5:15 PM 8 2 2 0 12 16 3 41 0 60 27 121 1 0 149 0 204 9 0 213 434 Grand Total 35 15 12 0 62 61 6 135 0 202 74 490 10 0 574 9 792 42 0 843 1681 Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.4 0.0 0.5 0.0 0.0 0.5 Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 1.4 0.0 0.5 0.0 0.0 0.5 Total % 2.1 0.9 0.7 0.0 3.7 3.6 0.4 8.0 0.0 12.0 4.4 29.1 0.6 0.0 34.1 0.5 47.1 2.5 0.0 50.1 100.0 PHF 1.00 1.00 1.00 0.83 0.83 0.83 0.98 0.98 0.98 0.93 0.93 0.93 0.94 RT TH LT U 35 15 12 0 9RT792TH42LT0UU0LT10TH490RT740 135 6 61 U LT TH RT North 15th Avenue West Oak StreetTotal Entering 1681 843In131 202 Out In North 15th Avenue In Out 62 25 West Oak StreetOut962Vehicle Volumes and Adjustments North 15th Avenue North 15th Avenue West Oak Street West Oak Street Southbound Northbound Eastbound Westbound In574563OutNorth/South Street: North 15th Avenue West Oak Street Date Performed: Wednesday, January 18, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street: Agency/Company: KLJ INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: West Oak St & North 15th Ave NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 7:45 AM 3 0 4 0 7 1 0 1 0 2 0 128 5 0 133 3 96 0 0 99 241 8:00 AM 4 0 9 0 13 1 0 0 0 1 0 196 2 0 198 9 113 2 0 124 336 8:15 AM 5 0 6 0 11 0 0 0 0 0 0 167 4 0 171 12 124 0 0 136 318 8:30 AM 8 0 9 0 17 0 0 0 0 0 0 142 3 1 146 10 114 0 0 124 287 Grand Total 20 0 28 0 48 2 0 1 0 3 0 633 14 1 648 34 447 2 0 483 1182 Medium Truck % 10.0 0.0 0.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 2.0 14.7 2.2 0.0 0.0 3.1 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 8.8 0.2 0.0 0.0 0.8 Total Truck % 10.0 0.0 0.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 0.0 2.2 23.5 2.5 0.0 0.0 3.9 Total % 1.7 0.0 2.4 0.0 4.1 0.2 0.0 0.1 0.0 0.3 0.0 53.6 1.2 0.1 54.8 2.9 37.8 0.2 0.0 40.9 100.0 PHF 0.92 0.92 0.92 0.75 0.75 0.75 0.82 0.82 0.82 0.98 0.98 0.98 0.88 RT TH LT U 20 0 28 0 34RT447TH2LT0UU1LT14TH633RT00 1 0 2 U LT TH RT Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 11th Avenue AM Peak Hour (7:45 - 8:45 AM) 23482Project Number: Southbound North 11th Avenue Northbound West Oak Street Eastbound East/West Street: INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information West Oak St & North 11th AveCounted By:West Oak StreetWest Oak Street648Bozeman, MTThursday, October 12, 2023Date Performed: Count Time Period: Lumber Yard Appts TIS North 11th Avenue West Oak Street West Oak Street Vehicle Volumes and Adjustments North 11th Avenue 48 In Out 48 In469Out663Total Entering 1182Out 483In2 3 Out In North 11th Avenue NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 0.87 0 0.87 0.87 0.87 0.87 0 4:30 PM 9 0 8 0 17 0 0 0 0 0 0 134 6 0 140 4 176 0 0 180 337 4:45 PM 2 0 8 0 10 0 0 0 0 0 1 164 7 0 172 8 161 1 0 170 352 5:00 PM 7 0 11 0 18 1 0 0 0 1 1 140 4 0 145 5 205 1 0 211 375 5:15 PM 6 0 6 0 12 0 0 1 0 1 1 155 4 0 160 7 203 1 1 212 385 Grand Total 24 0 33 0 57 1 0 1 0 2 3 593 21 0 617 24 745 3 1 773 1449 Medium Truck % 8.3 0.0 3.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 0.7 4.8 0.0 0.8 0.0 0.8 0.0 0.0 0.8 Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.2 4.2 0.0 0.0 0.0 0.1 Total Truck % 8.3 0.0 3.0 0.0 5.3 0.0 0.0 0.0 0.0 0.0 0.0 0.8 4.8 0.0 1.0 4.2 0.8 0.0 0.0 0.9 Total % 1.7 0.0 2.3 0.0 3.9 0.1 0.0 0.1 0.0 0.1 0.2 40.9 1.4 0.0 42.6 1.7 51.4 0.2 0.1 53.3 100.0 PHF 1.00 1.00 1.00 0.50 0.50 0.50 0.97 0.97 0.97 0.91 0.91 0.91 0.94 RT TH LT U 24 0 33 0 24RT745TH3LT1UU0LT21TH593RT30 1 0 1 U LT TH RT Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira West Oak St & North 11th Ave North/South Street: North 11th Avenue West Oak Street Date Performed: Thursday, October 12, 2023 Bozeman, MT Count Time Period: PM Peak Hour (4:30 - 5:30 PM) Project Number: 23482 Lumber Yard Appts TIS East/West Street:West Oak StreetOut770Vehicle Volumes and Adjustments North 11th Avenue North 11th Avenue West Oak Street West Oak Street Southbound Northbound Eastbound Westbound In617628OutNorth 11th Avenue In Out 57 45 North 11th Avenue West Oak StreetTotal Entering 1449 773In6 2 Out In NNNNNNNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 7:45 AM 55 181 50 5 291 10 78 12 0 100 52 82 82 0 216 22 45 8 0 75 682 8:00 AM 48 151 53 9 261 11 79 18 0 108 40 75 59 0 174 25 48 16 0 89 632 8:15 AM 50 161 48 6 265 17 103 20 0 140 31 75 60 0 166 26 52 15 0 93 664 8:30 AM 36 131 46 1 214 10 73 25 0 108 35 71 47 0 153 30 54 12 0 96 571 Grand Total 189 624 197 21 1031 48 333 75 0 456 158 303 248 0 709 103 199 51 0 353 2549 Medium Truck % 2.6 1.9 4.1 0.0 2.4 4.2 2.1 0.0 0.0 2.0 1.3 1.0 1.2 0.0 1.1 5.8 5.5 2.0 0.0 5.1 Heavy Truck % 1.1 0.3 2.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.3 4.9 1.0 2.0 0.0 2.3 Total Truck % 3.7 2.2 6.1 0.0 3.2 4.2 2.1 0.0 0.0 2.0 1.3 1.7 1.2 0.0 1.4 10.7 6.5 3.9 0.0 7.4 Total % 7.4 24.5 7.7 0.8 40.4 1.9 13.1 2.9 0.0 17.9 6.2 11.9 9.7 0.0 27.8 4.0 7.8 2.0 0.0 13.8 100.0 PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.93 RT TH LT U 189 624 197 21 103RT199TH51LT0UU0LT248TH303RT1580 75 333 48 U LT TH RTIn463 In353Out548Total Entering 2549Out North 7th Avenue 456 InOut 833 North 7th Avenue 1031 In Out 705 Oak StreetOak Street709City of Bozeman / MDTTuesday, April 4, 2023Date Performed: Count Time Period: North Park North 7th Avenue Oak Street Oak Street Vehicle Volumes and Adjustments INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information North 7th Avenue & Oak StreetCounted By: Westbound Agency/Company: Rafael Teixeira Sanderson Stewart North/South Street: North 7th Avenue AM Peak Hour (7:45 - 8:45 AM) 21349.03Project Number: Southbound North 7th Avenue Northbound Oak Street Eastbound East/West Street: NNNNN Intersection: Jurisdiction: Project Description: Int. Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 0.89 0 1.00 1.00 1.00 1.00 0 4:45 PM 72 122 57 3 254 20 125 36 1 182 40 51 56 2 149 60 101 27 0 188 773 5:00 PM 88 145 24 4 261 24 174 43 1 242 40 70 53 0 163 50 98 30 0 178 844 5:15 PM 93 130 47 1 271 26 154 38 0 218 34 59 56 0 149 55 139 24 0 218 856 5:30 PM 80 138 31 6 255 24 172 46 1 243 27 52 48 0 127 45 96 33 0 174 799 Grand Total 333 535 159 14 1041 94 625 163 3 885 141 232 213 2 588 210 434 114 0 758 3272 Medium Truck % 0.0 0.9 0.6 0.0 0.6 0.0 1.1 0.6 0.0 0.9 1.4 2.6 0.9 0.0 1.7 1.0 0.5 0.9 0.0 0.7 Heavy Truck % 0.0 0.6 1.9 0.0 0.6 1.1 0.2 0.0 0.0 0.2 0.0 0.4 0.0 0.0 0.2 1.0 0.0 0.0 0.0 0.3 Total Truck % 0.0 1.5 2.5 0.0 1.2 1.1 1.3 0.6 0.0 1.1 1.4 3.0 0.9 0.0 1.9 1.9 0.5 0.9 0.0 0.9 Total % 10.2 16.4 4.9 0.4 31.8 2.9 19.1 5.0 0.1 27.0 4.3 7.1 6.5 0.1 18.0 6.4 13.3 3.5 0.0 23.2 100.0 PHF 0.96 0.96 0.96 1.00 1.00 1.00 0.99 0.99 0.99 0.87 0.87 0.87 0.96 RT TH LT U 333 535 159 14 210RT434TH114LT0UU2LT213TH232RT1413 163 625 94 U LT TH RT North 7th Avenue 758InOak StreetTotal Entering 3272 793 885 Out In North 7th Avenue In Out 1041 1062 Oak StreetOut932Vehicle Volumes and Adjustments North 7th Avenue North 7th Avenue Oak Street Oak Street Southbound Northbound Eastbound Westbound In588485OutNorth/South Street: North 7th Avenue Oak Street Date Performed: Tuesday, April 4, 2023 City of Bozeman / MDT Count Time Period: PM Peak Hour (4:45 - 5:45 PM) Project Number: 21349.03 North Park East/West Street: Agency/Company: Sanderson Stewart INTERSECTION TURNING MOVEMENT COUNT SUMMARY General Information Counted By: Rafael Teixeira North 7th Avenue & Oak Street NNNNN CAPACITY CALCULATIONS – EXISTING CONDITIONS (2023) Queues 3: W Oak St & N 7th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 267 326 170 55 325 81 358 52 235 671 203 v/c Ratio 0.70 0.76 0.26 0.22 0.69 0.20 0.26 0.06 0.41 0.43 0.19 Control Delay 39.1 53.9 4.1 26.5 45.0 14.0 25.9 0.1 15.3 23.7 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.1 53.9 4.1 26.5 45.0 14.0 25.9 0.1 15.3 23.7 2.1 Queue Length 50th (ft) 158 240 0 28 99 25 92 0 82 175 4 Queue Length 95th (ft) 206 320 39 50 136 58 164 0 156 277 36 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 393 514 713 331 785 486 1376 891 619 1549 1059 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.63 0.24 0.17 0.41 0.17 0.26 0.06 0.38 0.43 0.19 Intersection Summary HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 248 303 158 51 199 103 75 333 48 21 197 624 Future Volume (veh/h) 248 303 158 51 199 103 75 333 48 21 197 624 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1695 1668 1600 1750 1723 1695 1668 1723 Adj Flow Rate, veh/h 267 326 170 55 214 111 81 358 52 212 671 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 2 1 4 6 11 0 2 4 6 2 Cap, veh/h 343 428 424 188 277 138 380 1548 735 582 1699 Arrive On Green 0.15 0.25 0.25 0.04 0.14 0.14 0.04 0.47 0.47 0.09 0.52 Sat Flow, veh/h 1654 1723 1471 1615 2047 1022 1667 3273 1437 1589 3273 Grp Volume(v), veh/h 267 326 170 55 164 161 81 358 52 212 671 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1615 1585 1484 1667 1637 1437 1589 1637 Q Serve(g_s), s 16.1 21.0 11.2 3.5 12.0 12.6 3.0 7.8 2.2 7.9 14.9 Cycle Q Clear(g_c), s 16.1 21.0 11.2 3.5 12.0 12.6 3.0 7.8 2.2 7.9 14.9 Prop In Lane 1.00 1.00 1.00 0.69 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 343 428 424 188 214 201 380 1548 735 582 1699 V/C Ratio(X) 0.78 0.76 0.40 0.29 0.76 0.80 0.21 0.23 0.07 0.36 0.40 Avail Cap(c_a), veh/h 367 515 498 313 395 370 509 1548 735 724 1699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.8 41.8 34.4 42.6 50.0 50.3 15.4 18.7 14.8 13.0 17.5 Incr Delay (d2), s/veh 9.6 5.4 0.6 0.9 5.6 7.3 0.3 0.3 0.2 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 9.5 4.0 1.4 5.0 5.1 1.1 3.0 0.7 2.8 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.4 47.2 35.0 43.5 55.6 57.6 15.7 19.1 15.0 13.4 18.2 LnGrp LOS D D D D E E B B B B B Approach Vol, veh/h 763 380 491 1086 Approach Delay, s/veh 43.9 54.7 18.1 15.3 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.3 63.1 7.7 35.9 7.7 68.7 21.2 22.3 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9 Max Q Clear Time (g_c+I1), s 9.9 9.8 5.5 23.0 5.0 16.9 18.1 14.6 Green Ext Time (p_c), s 0.4 2.3 0.1 2.0 0.1 5.2 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 29.3 HCM 6th LOS C Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 189 Future Volume (veh/h) 189 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1695 Adj Flow Rate, veh/h 203 Peak Hour Factor 0.93 Percent Heavy Veh, % 4 Cap, veh/h 964 Arrive On Green 0.52 Sat Flow, veh/h 1437 Grp Volume(v), veh/h 203 Grp Sat Flow(s),veh/h/ln 1437 Q Serve(g_s), s 6.5 Cycle Q Clear(g_c), s 6.5 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 964 V/C Ratio(X) 0.21 Avail Cap(c_a), veh/h 964 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 7.6 Incr Delay (d2), s/veh 0.5 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.1 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 72 450 156 171 89 142 777 82 53 490 271 v/c Ratio 0.15 0.92 0.65 0.17 0.14 0.34 0.59 0.10 0.19 0.41 0.31 Control Delay 20.0 66.4 33.7 30.6 4.4 18.8 31.6 2.9 8.4 14.9 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 66.4 33.7 30.6 4.4 18.8 31.6 2.9 8.4 14.9 1.7 Queue Length 50th (ft) 31 325 71 48 0 60 256 0 8 121 10 Queue Length 95th (ft) 59 #508 117 79 30 100 335 22 18 62 3 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 516 520 249 1033 781 427 1309 855 422 1207 907 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.87 0.63 0.17 0.11 0.33 0.59 0.10 0.13 0.41 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 371 61 150 164 85 136 746 79 51 470 260 Future Volume (veh/h) 69 371 61 150 164 85 136 746 79 51 470 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1682 1736 1641 1695 1723 1736 1668 1695 1736 Adj Flow Rate, veh/h 72 386 64 156 171 89 142 777 82 53 490 271 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 0 0 5 1 8 4 2 1 6 4 1 Cap, veh/h 449 411 68 216 1059 495 355 1445 773 282 1321 668 Arrive On Green 0.04 0.28 0.28 0.08 0.32 0.32 0.07 0.44 0.44 0.01 0.14 0.14 Sat Flow, veh/h 1654 1464 243 1602 3299 1391 1615 3273 1471 1589 3221 1471 Grp Volume(v), veh/h 72 0 450 156 171 89 142 777 82 53 490 271 Grp Sat Flow(s),veh/h/ln 1654 0 1706 1602 1650 1391 1615 1637 1471 1589 1611 1471 Q Serve(g_s), s 3.7 0.0 30.9 8.0 4.5 5.3 5.9 20.9 3.4 2.3 16.6 18.8 Cycle Q Clear(g_c), s 3.7 0.0 30.9 8.0 4.5 5.3 5.9 20.9 3.4 2.3 16.6 18.8 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 449 0 480 216 1059 495 355 1445 773 282 1321 668 V/C Ratio(X) 0.16 0.00 0.94 0.72 0.16 0.18 0.40 0.54 0.11 0.19 0.37 0.41 Avail Cap(c_a), veh/h 543 0 513 242 1059 495 410 1445 773 505 1321 668 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 28.6 0.0 42.1 30.6 29.2 26.6 18.7 24.5 14.3 21.0 37.8 33.8 Incr Delay (d2), s/veh 0.2 0.0 24.4 9.0 0.1 0.2 0.7 1.4 0.3 0.3 0.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 16.0 3.5 1.7 1.7 2.2 8.1 1.1 0.9 7.3 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 0.0 66.5 39.5 29.2 26.8 19.5 26.0 14.6 21.3 38.5 35.5 LnGrp LOS C A E D C C B C B C D D Approach Vol, veh/h 522 416 1001 814 Approach Delay, s/veh 61.3 32.6 24.1 36.4 Approach LOS E C C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.1 59.2 13.0 40.6 10.9 55.4 8.2 45.4 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 21.0 * 32 12.0 36.1 12.0 * 41 12.0 36.1 Max Q Clear Time (g_c+I1), s 4.3 22.9 10.0 32.9 7.9 20.8 5.7 7.3 Green Ext Time (p_c), s 0.1 3.5 0.1 0.8 0.1 3.9 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 140 29 14 62 478 22 23 822 40 v/c Ratio 0.60 0.52 0.32 0.08 0.12 0.20 0.02 0.04 0.35 0.05 Control Delay 68.4 19.3 56.7 37.3 1.9 3.0 0.0 1.5 7.9 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.4 19.3 56.7 37.3 1.9 3.0 0.0 1.5 7.9 1.0 Queue Length 50th (ft) 58 16 21 7 5 25 0 2 236 6 Queue Length 95th (ft) 104 75 50 26 m8 39 m0 m2 27 m0 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 340 522 237 458 562 2387 1071 670 2374 875 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.27 0.12 0.03 0.11 0.20 0.02 0.03 0.35 0.05 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 22 110 27 9 4 58 449 21 22 773 38 Future Volume (veh/h) 72 22 110 27 9 4 58 449 21 22 773 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1586 1750 1723 1600 1750 1409 1750 1695 1682 1559 1723 1395 Adj Flow Rate, veh/h 77 23 117 29 10 4 62 478 22 23 822 40 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 12 0 2 11 0 25 0 4 5 14 2 26 Cap, veh/h 218 33 166 109 155 62 584 2338 1034 587 2329 841 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.01 0.24 0.24 0.04 1.00 1.00 Sat Flow, veh/h 1289 250 1271 1160 1189 476 1667 3221 1425 1485 3273 1182 Grp Volume(v), veh/h 77 0 140 29 0 14 62 478 22 23 822 40 Grp Sat Flow(s),veh/h/ln 1289 0 1521 1160 0 1664 1667 1611 1425 1485 1637 1182 Q Serve(g_s), s 6.7 0.0 10.6 2.9 0.0 0.9 1.1 14.2 1.4 0.5 0.0 0.0 Cycle Q Clear(g_c), s 7.6 0.0 10.6 13.5 0.0 0.9 1.1 14.2 1.4 0.5 0.0 0.0 Prop In Lane 1.00 0.84 1.00 0.29 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 218 0 198 109 0 217 584 2338 1034 587 2329 841 V/C Ratio(X) 0.35 0.00 0.71 0.27 0.00 0.06 0.11 0.20 0.02 0.04 0.35 0.05 Avail Cap(c_a), veh/h 426 0 444 296 0 485 690 2338 1034 702 2329 841 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.84 0.84 0.84 0.82 0.82 0.82 Uniform Delay (d), s/veh 49.1 0.0 50.0 56.5 0.0 45.8 3.9 17.9 13.1 4.9 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 4.6 1.3 0.0 0.1 0.1 0.2 0.0 0.0 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 4.3 0.9 0.0 0.4 0.3 6.2 0.4 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.1 0.0 54.6 57.8 0.0 45.9 3.9 18.1 13.1 4.9 0.3 0.1 LnGrp LOS D A D E A D A B B A A A Approach Vol, veh/h 217 43 562 885 Approach Delay, s/veh 53.0 53.9 16.3 0.5 Approach LOS D D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 92.7 21.6 7.4 91.0 21.6 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 12.0 * 58 35.0 12.0 * 58 35.0 Max Q Clear Time (g_c+I1), s 2.5 16.2 12.6 3.1 2.0 15.5 Green Ext Time (p_c), s 0.0 3.4 1.1 0.1 6.6 0.1 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 213 0 0 47 105 592 15 55 792 98 Future Vol, veh/h 0 0 213 0 0 47 105 592 15 55 792 98 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 0 5 0 0 2 6 3 0 2 4 12 Mvmt Flow 0 0 222 0 0 49 109 617 16 57 825 102 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 464 - - 317 927 0 0 633 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 7 - - 6.94 4.22 - - 4.14 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.35 - - 3.32 2.26 - - 2.22 - - Pot Cap-1 Maneuver 0 0 537 0 0 679 709 - - 946 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 537 - - 679 709 - - 946 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.3 10.7 1.6 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 709 - - 537 679 946 - - HCM Lane V/C Ratio 0.154 - - 0.413 0.072 0.061 - - HCM Control Delay (s) 11 - - 16.3 10.7 9.1 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.5 - - 2 0.2 0.2 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 153 298 40 129 68 40 562 102 952 v/c Ratio 0.41 0.79 0.18 0.47 0.15 0.13 0.36 0.21 0.56 Control Delay 32.2 55.9 27.6 51.1 6.0 9.7 15.6 11.7 22.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.2 55.9 27.6 51.1 6.0 9.7 15.6 11.7 22.5 Queue Length 50th (ft) 88 207 21 87 2 6 61 30 256 Queue Length 95th (ft) 125 286 m45 m146 m24 25 264 67 396 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 375 459 284 454 556 367 1567 559 1694 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.65 0.14 0.28 0.12 0.11 0.36 0.18 0.56 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 141 185 89 37 119 63 37 461 56 94 759 117 Future Volume (veh/h) 141 185 89 37 119 63 37 461 56 94 759 117 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1736 1682 1723 1709 1682 1668 1750 1736 1709 1723 Adj Flow Rate, veh/h 153 201 97 40 129 68 40 501 61 102 825 127 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 5 2 3 5 6 0 1 3 2 Cap, veh/h 297 225 109 137 240 263 342 1614 196 484 1632 251 Arrive On Green 0.09 0.20 0.20 0.03 0.14 0.14 0.01 0.19 0.19 0.04 0.58 0.58 Sat Flow, veh/h 1654 1115 538 1602 1723 1448 1602 2845 345 1654 2820 434 Grp Volume(v), veh/h 153 0 298 40 129 68 40 278 284 102 475 477 Grp Sat Flow(s),veh/h/ln 1654 0 1653 1602 1723 1448 1602 1585 1606 1654 1624 1631 Q Serve(g_s), s 9.2 0.0 21.1 2.6 8.4 4.8 1.2 18.2 18.3 3.1 20.9 20.9 Cycle Q Clear(g_c), s 9.2 0.0 21.1 2.6 8.4 4.8 1.2 18.2 18.3 3.1 20.9 20.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.21 1.00 0.27 Lane Grp Cap(c), veh/h 297 0 333 137 240 263 342 899 911 484 939 944 V/C Ratio(X) 0.52 0.00 0.89 0.29 0.54 0.26 0.12 0.31 0.31 0.21 0.51 0.51 Avail Cap(c_a), veh/h 309 0 438 248 457 445 453 899 911 649 939 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 0.0 46.6 43.2 48.0 42.2 11.9 28.5 28.5 11.3 15.1 15.1 Incr Delay (d2), s/veh 1.4 0.0 16.8 1.2 1.9 0.5 0.1 0.9 0.9 0.2 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 10.2 1.1 3.7 1.8 0.4 7.9 8.1 1.1 7.7 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.2 0.0 63.4 44.4 49.9 42.7 12.1 29.4 29.4 11.5 17.0 17.0 LnGrp LOS D A E D D D B C C B B B Approach Vol, veh/h 451 237 602 1054 Approach Delay, s/veh 55.2 46.9 28.2 16.5 Approach LOS E D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.0 74.9 6.7 30.4 6.7 76.2 14.2 22.9 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 17.0 40.2 12.0 * 32 12.0 45.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 5.1 20.3 4.6 23.1 3.2 22.9 11.2 10.4 Green Ext Time (p_c), s 0.2 3.1 0.0 1.1 0.0 6.0 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 23 779 56 399 43 68 12 10 v/c Ratio 0.04 0.36 0.14 0.19 0.21 0.24 0.07 0.05 Control Delay 4.8 5.3 5.8 4.5 18.8 8.9 16.4 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 5.3 5.8 4.5 18.8 8.9 16.4 10.4 Queue Length 50th (ft) 2 45 5 20 9 2 3 0 Queue Length 95th (ft) 9 83 20 41 29 26 13 9 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 724 2584 489 2547 679 817 546 710 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.30 0.11 0.16 0.06 0.08 0.02 0.01 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 669 56 52 363 8 40 9 54 11 1 8 Future Volume (veh/h) 21 669 56 52 363 8 40 9 54 11 1 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1723 1695 1586 1750 1750 1750 1504 1750 1586 Adj Flow Rate, veh/h 23 719 60 56 390 9 43 10 58 12 1 9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 0 2 4 12 0 0 0 18 0 12 Cap, veh/h 726 1851 154 510 1948 45 328 25 147 258 17 154 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1001 3058 255 693 3219 74 1427 223 1294 1164 151 1355 Grp Volume(v), veh/h 23 385 394 56 195 204 43 0 68 12 0 10 Grp Sat Flow(s),veh/h/ln 1001 1637 1677 693 1611 1682 1427 0 1517 1164 0 1506 Q Serve(g_s), s 0.4 5.0 5.0 1.9 2.2 2.3 1.1 0.0 1.7 0.4 0.0 0.2 Cycle Q Clear(g_c), s 2.7 5.0 5.0 6.9 2.2 2.3 1.4 0.0 1.7 2.1 0.0 0.2 Prop In Lane 1.00 0.15 1.00 0.04 1.00 0.85 1.00 0.90 Lane Grp Cap(c), veh/h 726 991 1015 510 975 1018 328 0 172 258 0 171 V/C Ratio(X) 0.03 0.39 0.39 0.11 0.20 0.20 0.13 0.00 0.39 0.05 0.00 0.06 Avail Cap(c_a), veh/h 954 1363 1397 668 1342 1401 995 0 882 802 0 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.3 4.2 4.2 6.0 3.7 3.7 16.9 0.0 17.0 18.0 0.0 16.3 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.1 0.1 0.1 0.2 0.0 1.5 0.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.5 0.6 0.2 0.2 0.2 0.4 0.0 0.6 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.3 4.5 4.4 6.1 3.8 3.8 17.1 0.0 18.4 18.0 0.0 16.5 LnGrp LOS A A A A A A B A B B A B Approach Vol, veh/h 802 455 111 22 Approach Delay, s/veh 4.4 4.0 17.9 17.3 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 10.7 30.6 10.7 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 7.0 4.1 8.9 3.7 Green Ext Time (p_c), s 4.8 0.0 2.6 0.4 Intersection Summary HCM 6th Ctrl Delay 5.6 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 633 0 2 447 34 1 0 2 28 0 20 Future Vol, veh/h 15 633 0 2 447 34 1 0 2 28 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 2 0 0 2 24 0 0 0 0 0 10 Mvmt Flow 17 719 0 2 508 39 1 0 2 32 0 23 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 547 0 0 719 0 0 1011 1304 360 926 1285 274 Stage 1 - - - - - - 753 753 - 532 532 - Stage 2 - - - - - - 258 551 - 394 753 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 7.1 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.4 Pot Cap-1 Maneuver 1033 - - 892 - - 197 162 642 227 166 700 Stage 1 - - - - - - 372 420 - 504 529 - Stage 2 - - - - - - 730 519 - 608 420 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1033 - - 892 - - 186 157 642 221 161 700 Mov Cap-2 Maneuver - - - - - - 186 157 - 221 161 - Stage 1 - - - - - - 362 409 - 490 527 - Stage 2 - - - - - - 704 517 - 589 409 - Approach EB WB NB SB HCM Control Delay, s 0.3 0 15.3 18.3 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 353 1033 - - 892 - - 221 700 HCM Lane V/C Ratio 0.01 0.017 - - 0.003 - - 0.144 0.032 HCM Control Delay (s) 15.3 8.5 0.1 - 9 0 - 24 10.3 HCM Lane LOS C A A - A A - C B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.5 0.1 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 AM Peak Lumber Yard Apartments 1:12 pm 10/19/2023 Existing (2023) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 231 37 10 172 19 2 Future Vol, veh/h 231 37 10 172 19 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 3 0 6 0 0 Mvmt Flow 278 45 12 207 23 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 323 0 532 301 Stage 1 - - - - 301 - Stage 2 - - - - 231 - 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 - - 1248 - 512 743 Stage 1 - - - - 755 - Stage 2 - - - - 812 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1248 - 507 743 Mov Cap-2 Maneuver - - - - 507 - Stage 1 - - - - 755 - Stage 2 - - - - 804 - Approach EB WB NE HCM Control Delay, s 0 0.4 12.2 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 523 - - 1248 - HCM Lane V/C Ratio 0.048 - - 0.01 - HCM Control Delay (s) 12.2 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - Queues 3: W Oak St & N 7th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 224 242 147 119 671 173 651 98 181 557 347 v/c Ratio 0.72 0.47 0.20 0.30 0.87 0.41 0.50 0.12 0.48 0.43 0.35 Control Delay 44.3 45.0 3.6 28.3 64.0 22.9 38.0 4.3 24.3 36.1 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.3 45.0 3.6 28.3 64.0 22.9 38.0 4.3 24.3 36.1 4.8 Queue Length 50th (ft) 142 189 0 70 307 88 255 0 93 210 31 Queue Length 95th (ft) 224 274 38 108 #424 144 354 33 150 295 87 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 358 516 842 542 787 521 1301 948 477 1301 1033 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.47 0.17 0.22 0.85 0.33 0.50 0.10 0.38 0.43 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 215 232 141 114 434 210 166 625 94 14 159 535 Future Volume (veh/h) 215 232 141 114 434 210 166 625 94 14 159 535 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1709 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 224 242 147 119 452 219 173 651 98 166 557 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 3 1 1 0 2 1 1 1 2 2 Cap, veh/h 255 462 501 313 484 233 386 1547 792 401 1528 Arrive On Green 0.12 0.27 0.27 0.07 0.22 0.22 0.07 0.47 0.47 0.07 0.47 Sat Flow, veh/h 1654 1709 1471 1654 2177 1047 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 224 242 147 119 344 327 173 651 98 166 557 Grp Sat Flow(s),veh/h/ln 1654 1709 1471 1654 1663 1562 1654 1650 1471 1641 1637 Q Serve(g_s), s 15.2 18.1 11.0 8.2 30.5 30.9 8.1 19.6 4.9 7.9 16.4 Cycle Q Clear(g_c), s 15.2 18.1 11.0 8.2 30.5 30.9 8.1 19.6 4.9 7.9 16.4 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 255 462 501 313 369 347 386 1547 792 401 1528 V/C Ratio(X) 0.88 0.52 0.29 0.38 0.93 0.94 0.45 0.42 0.12 0.41 0.36 Avail Cap(c_a), veh/h 358 462 501 496 376 353 568 1547 792 584 1528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 46.5 36.3 41.0 57.2 57.4 19.2 26.4 17.1 19.7 25.7 Incr Delay (d2), s/veh 16.2 1.1 0.3 0.8 29.6 32.9 0.8 0.8 0.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 7.8 4.0 3.4 15.8 15.3 3.2 7.9 1.8 3.1 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.6 47.6 36.6 41.8 86.8 90.3 20.0 27.2 17.5 20.3 26.4 LnGrp LOS E D D D F F C C B C C Approach Vol, veh/h 613 790 922 1070 Approach Delay, s/veh 48.3 81.5 24.8 22.8 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.2 76.7 13.4 46.6 13.5 76.4 20.6 39.4 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 9.9 21.6 10.2 20.1 10.1 21.0 17.2 32.9 Green Ext Time (p_c), s 0.4 4.7 0.2 1.5 0.4 5.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 41.6 HCM 6th LOS D Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 333 Future Volume (veh/h) 333 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 347 Peak Hour Factor 0.96 Percent Heavy Veh, % 0 Cap, veh/h 867 Arrive On Green 0.47 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 347 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 19.0 Cycle Q Clear(g_c), s 19.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 867 V/C Ratio(X) 0.40 Avail Cap(c_a), veh/h 867 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 16.9 Incr Delay (d2), s/veh 1.4 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 158 319 233 549 232 199 903 121 156 989 168 v/c Ratio 0.54 0.85 0.73 0.67 0.33 0.67 0.64 0.13 0.49 0.71 0.19 Control Delay 36.1 75.2 44.5 54.3 6.3 31.4 39.4 3.3 27.5 40.5 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.1 75.2 44.5 54.3 6.3 31.4 39.4 3.3 27.5 40.5 4.6 Queue Length 50th (ft) 101 296 157 252 23 95 371 0 66 511 25 Queue Length 95th (ft) 139 388 204 302 69 180 #558 35 114 #648 30 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 414 472 341 877 775 345 1408 956 400 1392 973 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.68 0.68 0.63 0.30 0.58 0.64 0.13 0.39 0.71 0.17 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 254 52 224 527 223 191 867 116 150 949 161 Future Volume (veh/h) 152 254 52 224 527 223 191 867 116 150 949 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736 1750 1709 Adj Flow Rate, veh/h 158 265 54 233 549 232 199 903 121 156 989 168 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 1 0 3 Cap, veh/h 259 291 59 275 794 445 281 1599 894 313 1556 807 Arrive On Green 0.09 0.21 0.21 0.12 0.24 0.24 0.08 0.48 0.48 0.04 0.31 0.31 Sat Flow, veh/h 1667 1411 287 1667 3325 1471 1667 3325 1483 1654 3325 1448 Grp Volume(v), veh/h 158 0 319 233 549 232 199 903 121 156 989 168 Grp Sat Flow(s),veh/h/ln 1667 0 1698 1667 1663 1471 1667 1663 1483 1654 1663 1448 Q Serve(g_s), s 11.1 0.0 27.5 16.1 22.6 19.6 9.1 29.0 5.3 7.2 38.2 10.8 Cycle Q Clear(g_c), s 11.1 0.0 27.5 16.1 22.6 19.6 9.1 29.0 5.3 7.2 38.2 10.8 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 259 0 350 275 794 445 281 1599 894 313 1556 807 V/C Ratio(X) 0.61 0.00 0.91 0.85 0.69 0.52 0.71 0.56 0.14 0.50 0.64 0.21 Avail Cap(c_a), veh/h 410 0 465 317 800 448 386 1599 894 472 1556 807 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 0.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 42.5 0.0 58.2 41.3 52.0 43.3 25.8 27.7 12.9 22.1 40.5 22.1 Incr Delay (d2), s/veh 2.3 0.0 18.3 15.5 2.3 1.0 3.6 1.4 0.3 1.1 1.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 13.6 7.6 9.5 7.1 3.7 11.6 1.8 2.9 16.7 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.8 0.0 76.5 56.7 54.3 44.3 29.4 29.2 13.2 23.2 42.3 22.6 LnGrp LOS D A E E D D C C B C D C Approach Vol, veh/h 477 1014 1223 1313 Approach Delay, s/veh 66.0 52.6 27.6 37.5 Approach LOS E D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 78.4 21.3 37.8 14.5 76.4 16.4 42.7 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 24.0 * 44 22.0 41.1 21.0 * 47 27.0 36.1 Max Q Clear Time (g_c+I1), s 9.2 31.0 18.1 29.5 11.1 40.2 13.1 24.6 Green Ext Time (p_c), s 0.3 5.1 0.2 1.4 0.4 3.6 0.3 3.2 Intersection Summary HCM 6th Ctrl Delay 41.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 131 141 83 154 108 959 31 60 874 57 v/c Ratio 0.91 0.45 0.53 0.50 0.24 0.42 0.03 0.15 0.39 0.06 Control Delay 114.4 33.2 66.9 39.3 5.1 8.1 1.1 11.3 20.9 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 114.4 33.2 66.9 39.3 5.1 8.1 1.1 11.3 20.9 12.2 Queue Length 50th (ft) 127 68 75 87 20 128 0 20 244 7 Queue Length 95th (ft) 197 127 123 149 m36 173 m1 m54 406 m41 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 229 463 251 461 515 2304 1055 499 2263 928 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.30 0.33 0.33 0.21 0.42 0.03 0.12 0.39 0.06 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 128 47 91 81 56 95 106 940 30 59 857 56 Future Volume (veh/h) 128 47 91 81 56 95 106 940 30 59 857 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1736 1736 1750 1736 1750 1736 1750 1750 1750 1600 Adj Flow Rate, veh/h 131 48 93 83 57 97 108 959 31 60 874 57 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 4 0 1 1 0 1 0 1 0 0 0 11 Cap, veh/h 200 112 217 215 123 209 508 2182 981 448 2182 890 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.05 0.88 0.88 0.06 1.00 1.00 Sat Flow, veh/h 1213 533 1032 1257 582 990 1667 3299 1483 1667 3325 1356 Grp Volume(v), veh/h 131 0 141 83 0 154 108 959 31 60 874 57 Grp Sat Flow(s),veh/h/ln 1213 0 1564 1257 0 1572 1667 1650 1483 1667 1663 1356 Q Serve(g_s), s 15.9 0.0 11.7 9.2 0.0 12.9 3.2 8.6 0.4 1.8 0.0 0.0 Cycle Q Clear(g_c), s 28.7 0.0 11.7 20.9 0.0 12.9 3.2 8.6 0.4 1.8 0.0 0.0 Prop In Lane 1.00 0.66 1.00 0.63 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 200 0 330 215 0 331 508 2182 981 448 2182 890 V/C Ratio(X) 0.66 0.00 0.43 0.39 0.00 0.46 0.21 0.44 0.03 0.13 0.40 0.06 Avail Cap(c_a), veh/h 268 0 417 285 0 419 638 2182 981 586 2182 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.80 0.80 0.80 0.78 0.78 0.78 Uniform Delay (d), s/veh 64.4 0.0 51.3 60.4 0.0 51.8 7.5 3.6 3.1 7.6 0.0 0.0 Incr Delay (d2), s/veh 3.6 0.0 0.9 1.1 0.0 1.0 0.2 0.5 0.0 0.1 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 4.8 3.0 0.0 5.3 1.1 2.2 0.1 0.6 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.0 0.0 52.2 61.6 0.0 52.8 7.7 4.1 3.1 7.7 0.4 0.1 LnGrp LOS E A D E A D A A A A A A Approach Vol, veh/h 272 237 1098 991 Approach Delay, s/veh 59.8 55.9 4.4 0.9 Approach LOS E E A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 104.8 37.6 8.4 104.0 37.6 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 17.0 * 78 40.0 17.0 * 78 40.0 Max Q Clear Time (g_c+I1), s 3.8 10.6 30.7 5.2 2.0 22.9 Green Ext Time (p_c), s 0.1 8.2 0.9 0.2 7.3 1.1 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 242 0 0 135 230 901 29 73 785 169 Future Vol, veh/h 0 0 242 0 0 135 230 901 29 73 785 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 0 0 0 0 1 0 1 0 0 1 4 Mvmt Flow 0 0 260 0 0 145 247 969 31 78 844 182 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 513 - - 500 1026 0 0 1000 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 512 0 0 519 685 - - 700 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 512 - - 519 685 - - 700 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.1 14.6 2.6 0.8 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 685 - - 512 519 700 - - HCM Lane V/C Ratio 0.361 - - 0.508 0.28 0.112 - - HCM Control Delay (s) 13.2 - - 19.1 14.6 10.8 - - HCM Lane LOS B - - C B B - - HCM 95th %tile Q(veh) 1.6 - - 2.8 1.1 0.4 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 142 240 96 255 160 93 1117 113 1063 v/c Ratio 0.58 0.71 0.38 0.84 0.34 0.33 0.64 0.41 0.61 Control Delay 48.8 61.9 47.1 88.4 25.1 10.9 19.5 15.5 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.8 61.9 47.1 88.4 25.1 10.9 19.5 15.5 25.7 Queue Length 50th (ft) 102 196 73 251 62 31 245 41 368 Queue Length 95th (ft) 161 297 m120 m343 m122 48 282 70 465 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 245 368 272 367 615 431 1750 414 1752 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.65 0.35 0.69 0.26 0.22 0.64 0.27 0.61 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 126 105 92 245 154 89 990 83 108 846 175 Future Volume (veh/h) 136 126 105 92 245 154 89 990 83 108 846 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1736 1750 1736 1736 1723 1736 1750 1736 1736 1709 Adj Flow Rate, veh/h 142 131 109 96 255 160 93 1031 86 112 881 182 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 1 0 1 1 2 1 0 1 1 3 Cap, veh/h 200 161 134 195 287 304 318 1808 151 415 1609 332 Arrive On Green 0.08 0.19 0.19 0.06 0.17 0.17 0.07 1.00 1.00 0.04 0.59 0.59 Sat Flow, veh/h 1641 869 723 1667 1736 1471 1641 3083 257 1654 2722 562 Grp Volume(v), veh/h 142 0 240 96 255 160 93 552 565 112 534 529 Grp Sat Flow(s),veh/h/ln 1641 0 1593 1667 1736 1471 1641 1650 1690 1654 1650 1635 Q Serve(g_s), s 10.5 0.0 21.7 7.1 21.6 14.5 3.5 0.0 0.0 4.1 29.3 29.4 Cycle Q Clear(g_c), s 10.5 0.0 21.7 7.1 21.6 14.5 3.5 0.0 0.0 4.1 29.3 29.4 Prop In Lane 1.00 0.45 1.00 1.00 1.00 0.15 1.00 0.34 Lane Grp Cap(c), veh/h 200 0 295 195 287 304 318 967 991 415 975 966 V/C Ratio(X) 0.71 0.00 0.81 0.49 0.89 0.53 0.29 0.57 0.57 0.27 0.55 0.55 Avail Cap(c_a), veh/h 200 0 338 229 368 373 531 967 991 622 975 966 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 0.0 58.6 49.0 61.2 52.9 14.0 0.0 0.0 11.1 18.5 18.6 Incr Delay (d2), s/veh 11.0 0.0 12.6 1.9 18.8 1.4 0.4 2.1 2.1 0.3 2.2 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 9.8 3.1 11.0 5.5 1.2 0.6 0.6 1.5 11.4 11.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.2 0.0 71.1 50.9 80.0 54.3 14.5 2.1 2.1 11.5 20.8 20.8 LnGrp LOS E A E D F D B A A B C C Approach Vol, veh/h 382 511 1210 1175 Approach Delay, s/veh 66.3 66.5 3.1 19.9 Approach LOS E E A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 94.8 12.0 34.0 8.5 95.4 15.0 31.0 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 25.0 62.2 12.0 * 32 25.0 62.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 6.1 2.0 9.1 23.7 5.5 31.4 12.5 23.6 Green Ext Time (p_c), s 0.2 8.9 0.0 0.8 0.2 7.7 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 26.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 11 600 45 853 144 71 13 53 v/c Ratio 0.03 0.30 0.10 0.42 0.51 0.18 0.05 0.14 Control Delay 7.1 6.8 7.6 8.0 22.9 6.6 14.3 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 6.8 7.6 8.0 22.9 6.6 14.3 8.6 Queue Length 50th (ft) 1 40 5 67 35 1 3 3 Queue Length 95th (ft) 8 86 22 136 78 24 13 23 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 422 2455 568 2535 630 785 620 799 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.24 0.08 0.34 0.23 0.09 0.02 0.07 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 490 74 42 792 9 135 6 61 12 15 35 Future Volume (veh/h) 10 490 74 42 792 9 135 6 61 12 15 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 11 521 79 45 843 10 144 6 65 13 16 37 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 2 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 430 1591 240 542 1878 22 372 23 252 353 86 199 Arrive On Green 0.56 0.56 0.56 0.56 0.56 0.56 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 657 2851 431 832 3365 40 1373 127 1375 1350 469 1085 Grp Volume(v), veh/h 11 298 302 45 416 437 144 0 71 13 0 53 Grp Sat Flow(s),veh/h/ln 657 1637 1645 832 1663 1743 1373 0 1502 1350 0 1555 Q Serve(g_s), s 0.4 4.4 4.4 1.4 6.6 6.6 4.4 0.0 1.8 0.4 0.0 1.3 Cycle Q Clear(g_c), s 7.1 4.4 4.4 5.8 6.6 6.6 5.7 0.0 1.8 2.2 0.0 1.3 Prop In Lane 1.00 0.26 1.00 0.02 1.00 0.92 1.00 0.70 Lane Grp Cap(c), veh/h 430 913 918 542 928 972 372 0 275 353 0 285 V/C Ratio(X) 0.03 0.33 0.33 0.08 0.45 0.45 0.39 0.00 0.26 0.04 0.00 0.19 Avail Cap(c_a), veh/h 568 1257 1263 717 1276 1338 856 0 805 829 0 833 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 7.9 5.4 5.4 6.9 5.8 5.8 17.9 0.0 15.7 16.6 0.0 15.5 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.1 0.3 0.3 0.7 0.0 0.5 0.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.8 0.8 0.2 1.2 1.2 1.3 0.0 0.6 0.1 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.9 5.6 5.6 7.0 6.2 6.2 18.6 0.0 16.2 16.7 0.0 15.8 LnGrp LOS A A A A A A B A B B A B Approach Vol, veh/h 611 898 215 66 Approach Delay, s/veh 5.6 6.2 17.8 16.0 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 14.2 30.6 14.2 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 9.1 4.2 8.6 7.7 Green Ext Time (p_c), s 3.5 0.2 5.4 0.7 Intersection Summary HCM 6th Ctrl Delay 7.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 593 3 4 745 24 1 0 1 33 0 24 Future Vol, veh/h 21 593 3 4 745 24 1 0 1 33 0 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 5 1 0 0 1 4 0 0 0 3 0 8 Mvmt Flow 22 631 3 4 793 26 1 0 1 35 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 819 0 0 634 0 0 1082 1504 317 1174 1492 410 Stage 1 - - - - - - 677 677 - 814 814 - Stage 2 - - - - - - 405 827 - 360 678 - Critical Hdwy 4.2 - - 4.1 - - 7.5 6.5 6.9 7.56 6.5 7.06 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.56 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.56 5.5 - Follow-up Hdwy 2.25 - - 2.2 - - 3.5 4 3.3 3.53 4 3.38 Pot Cap-1 Maneuver 786 - - 959 - - 175 123 685 146 125 574 Stage 1 - - - - - - 414 455 - 336 394 - Stage 2 - - - - - - 599 389 - 628 455 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 786 - - 959 - - 161 117 685 140 119 574 Mov Cap-2 Maneuver - - - - - - 161 117 - 140 119 - Stage 1 - - - - - - 396 435 - 322 391 - Stage 2 - - - - - - 568 386 - 600 435 - Approach EB WB NB SB HCM Control Delay, s 0.5 0 18.9 27.5 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 261 786 - - 959 - - 140 574 HCM Lane V/C Ratio 0.008 0.028 - - 0.004 - - 0.251 0.044 HCM Control Delay (s) 18.9 9.7 0.2 - 8.8 0 - 39.1 11.6 HCM Lane LOS C A A - A A - E B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.9 0.1 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 PM Peak Lumber Yard Apartments 2:00 pm 10/25/2023 Existing (2023) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 240 37 2 315 56 5 Future Vol, veh/h 240 37 2 315 56 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 50 1 0 0 Mvmt Flow 267 41 2 350 62 6 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 308 0 642 288 Stage 1 - - - - 288 - Stage 2 - - - - 354 - Critical Hdwy - - 4.6 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.65 - 3.5 3.3 Pot Cap-1 Maneuver - - 1024 - 442 756 Stage 1 - - - - 766 - Stage 2 - - - - 715 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1024 - 441 756 Mov Cap-2 Maneuver - - - - 441 - Stage 1 - - - - 766 - Stage 2 - - - - 714 - Approach EB WB NE HCM Control Delay, s 0 0.1 14.2 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 457 - - 1024 - HCM Lane V/C Ratio 0.148 - - 0.002 - HCM Control Delay (s) 14.2 - - 8.5 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.5 - - 0 - CAPACITY CALCULATIONS – PHASE 1 (2026) Queues 3: W Oak St & N 7th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 295 355 190 59 348 89 384 55 251 720 221 v/c Ratio 0.74 0.78 0.28 0.23 0.69 0.24 0.30 0.07 0.46 0.49 0.21 Control Delay 40.0 52.8 3.8 25.5 44.7 15.5 28.4 0.2 17.2 26.3 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.0 52.8 3.8 25.5 44.7 15.5 28.4 0.2 17.2 26.3 2.8 Queue Length 50th (ft) 173 261 0 30 109 29 105 0 93 200 8 Queue Length 95th (ft) 222 343 40 51 143 66 182 0 174 314 47 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 403 520 747 331 787 446 1292 857 588 1479 1037 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.68 0.25 0.18 0.44 0.20 0.30 0.06 0.43 0.49 0.21 Intersection Summary HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 271 327 175 54 212 109 82 353 51 22 209 662 Future Volume (veh/h) 271 327 175 54 212 109 82 353 51 22 209 662 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1695 1668 1614 1750 1723 1695 1668 1723 Adj Flow Rate, veh/h 295 355 190 59 230 118 89 384 55 227 720 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 2 1 4 6 10 0 2 4 6 2 Cap, veh/h 363 458 456 190 294 146 347 1454 698 551 1619 Arrive On Green 0.16 0.27 0.27 0.04 0.14 0.14 0.04 0.44 0.44 0.09 0.49 Sat Flow, veh/h 1654 1723 1471 1615 2053 1017 1667 3273 1437 1589 3273 Grp Volume(v), veh/h 295 355 190 59 176 172 89 384 55 227 720 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1615 1585 1485 1667 1637 1437 1589 1637 Q Serve(g_s), s 17.6 22.9 12.3 3.7 12.8 13.5 3.5 8.9 2.5 8.9 17.1 Cycle Q Clear(g_c), s 17.6 22.9 12.3 3.7 12.8 13.5 3.5 8.9 2.5 8.9 17.1 Prop In Lane 1.00 1.00 1.00 0.68 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 363 458 456 190 227 213 347 1454 698 551 1619 V/C Ratio(X) 0.81 0.78 0.42 0.31 0.77 0.81 0.26 0.26 0.08 0.41 0.44 Avail Cap(c_a), veh/h 368 515 505 312 395 370 468 1454 698 679 1619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.7 40.7 32.8 41.7 49.5 49.8 17.2 21.0 16.5 14.5 19.6 Incr Delay (d2), s/veh 12.9 6.5 0.6 0.9 5.6 7.2 0.4 0.4 0.2 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.3 10.4 4.4 1.5 5.4 5.4 1.3 3.4 0.8 3.2 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.6 47.3 33.4 42.6 55.1 57.0 17.6 21.4 16.7 15.0 20.5 LnGrp LOS D D C D E E B C B B C Approach Vol, veh/h 840 407 528 1168 Approach Delay, s/veh 44.3 54.1 20.3 17.2 Approach LOS D D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.3 59.7 8.0 38.0 8.3 65.8 22.7 23.3 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9 Max Q Clear Time (g_c+I1), s 10.9 10.9 5.7 24.9 5.5 19.1 19.6 15.5 Green Ext Time (p_c), s 0.4 2.5 0.1 2.1 0.1 5.4 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 30.6 HCM 6th LOS C Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 203 Future Volume (veh/h) 203 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1695 Adj Flow Rate, veh/h 221 Peak Hour Factor 0.92 Percent Heavy Veh, % 4 Cap, veh/h 946 Arrive On Green 0.49 Sat Flow, veh/h 1437 Grp Volume(v), veh/h 221 Grp Sat Flow(s),veh/h/ln 1437 Q Serve(g_s), s 7.4 Cycle Q Clear(g_c), s 7.4 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 946 V/C Ratio(X) 0.23 Avail Cap(c_a), veh/h 946 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 8.3 Incr Delay (d2), s/veh 0.6 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.8 LnGrp LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 79 501 176 195 98 157 863 91 59 547 300 v/c Ratio 0.16 0.97 0.78 0.18 0.15 0.42 0.70 0.11 0.25 0.48 0.35 Control Delay 19.7 74.9 46.1 30.2 4.3 20.8 35.5 3.4 9.7 17.2 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.7 74.9 46.1 30.2 4.3 20.8 35.5 3.4 9.7 17.2 2.0 Queue Length 50th (ft) 34 377 81 56 0 67 296 0 11 135 9 Queue Length 95th (ft) 64 #600 #185 89 31 109 384 26 19 75 3 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 524 520 231 1058 813 382 1240 826 384 1136 894 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.96 0.76 0.18 0.12 0.41 0.70 0.11 0.15 0.48 0.34 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 396 65 162 179 90 144 794 84 54 503 276 Future Volume (veh/h) 73 396 65 162 179 90 144 794 84 54 503 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1682 1736 1654 1695 1723 1736 1668 1695 1736 Adj Flow Rate, veh/h 79 430 71 176 195 98 157 863 91 59 547 300 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 0 5 1 7 4 2 1 6 4 1 Cap, veh/h 466 441 73 213 1136 533 320 1356 742 233 1209 621 Arrive On Green 0.05 0.30 0.30 0.09 0.34 0.34 0.07 0.41 0.41 0.01 0.12 0.12 Sat Flow, veh/h 1654 1465 242 1602 3299 1402 1615 3273 1471 1589 3221 1471 Grp Volume(v), veh/h 79 0 501 176 195 98 157 863 91 59 547 300 Grp Sat Flow(s),veh/h/ln 1654 0 1706 1602 1650 1402 1615 1637 1471 1589 1611 1471 Q Serve(g_s), s 3.9 0.0 34.9 8.8 4.9 5.6 6.9 25.2 3.9 2.7 18.9 21.3 Cycle Q Clear(g_c), s 3.9 0.0 34.9 8.8 4.9 5.6 6.9 25.2 3.9 2.7 18.9 21.3 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 466 0 513 213 1136 533 320 1356 742 233 1209 621 V/C Ratio(X) 0.17 0.00 0.98 0.83 0.17 0.18 0.49 0.64 0.12 0.25 0.45 0.48 Avail Cap(c_a), veh/h 555 0 513 229 1136 533 361 1356 742 454 1209 621 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 26.8 0.0 41.5 29.7 27.4 24.8 21.3 28.0 15.7 24.2 41.1 36.8 Incr Delay (d2), s/veh 0.2 0.0 33.5 20.1 0.1 0.2 1.2 2.3 0.3 0.5 1.1 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 19.1 4.4 1.9 1.8 2.6 9.9 1.3 1.1 8.3 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 0.0 75.0 49.7 27.5 24.9 22.5 30.3 16.1 24.7 42.3 39.3 LnGrp LOS C A E D C C C C B C D D Approach Vol, veh/h 580 469 1111 906 Approach Delay, s/veh 68.4 35.3 28.0 40.1 Approach LOS E D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.3 55.9 13.8 43.0 12.0 51.2 8.6 48.2 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 21.0 * 32 12.0 36.1 12.0 * 41 12.0 36.1 Max Q Clear Time (g_c+I1), s 4.7 27.2 10.8 36.9 8.9 23.3 5.9 7.6 Green Ext Time (p_c), s 0.1 2.4 0.1 0.0 0.1 4.3 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 40.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 83 153 36 23 67 517 26 26 891 43 v/c Ratio 0.61 0.53 0.41 0.12 0.14 0.22 0.02 0.04 0.38 0.05 Control Delay 68.3 19.0 61.4 31.8 2.0 3.1 0.0 1.4 6.4 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.3 19.0 61.4 31.8 2.0 3.1 0.0 1.4 6.4 0.7 Queue Length 50th (ft) 62 18 26 9 5 27 0 0 256 4 Queue Length 95th (ft) 111 79 59 33 m7 41 m0 m2 75 m0 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 341 529 221 462 526 2368 1064 653 2354 874 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.29 0.16 0.05 0.13 0.22 0.02 0.04 0.38 0.05 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 24 117 33 12 9 62 476 24 24 820 40 Future Volume (veh/h) 76 24 117 33 12 9 62 476 24 24 820 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1600 1750 1723 1614 1750 1600 1750 1695 1682 1573 1723 1409 Adj Flow Rate, veh/h 83 26 127 36 13 10 67 517 26 26 891 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 0 2 10 0 11 0 4 5 13 2 25 Cap, veh/h 230 37 182 116 132 102 546 2287 1012 553 2281 832 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.23 0.23 0.05 1.00 1.00 Sat Flow, veh/h 1289 259 1264 1156 917 706 1667 3221 1425 1498 3273 1194 Grp Volume(v), veh/h 83 0 153 36 0 23 67 517 26 26 891 43 Grp Sat Flow(s),veh/h/ln 1289 0 1523 1156 0 1623 1667 1611 1425 1498 1637 1194 Q Serve(g_s), s 7.2 0.0 11.5 3.7 0.0 1.5 1.3 15.6 1.7 0.6 0.0 0.0 Cycle Q Clear(g_c), s 8.6 0.0 11.5 15.1 0.0 1.5 1.3 15.6 1.7 0.6 0.0 0.0 Prop In Lane 1.00 0.83 1.00 0.43 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 230 0 220 116 0 234 546 2287 1012 553 2281 832 V/C Ratio(X) 0.36 0.00 0.70 0.31 0.00 0.10 0.12 0.23 0.03 0.05 0.39 0.05 Avail Cap(c_a), veh/h 420 0 444 287 0 473 651 2287 1012 667 2281 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.76 0.76 0.76 0.78 0.78 0.78 Uniform Delay (d), s/veh 48.3 0.0 48.9 56.1 0.0 44.6 4.4 19.3 14.0 5.5 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 4.0 1.5 0.0 0.2 0.1 0.2 0.0 0.0 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 4.6 1.1 0.0 0.6 0.4 6.7 0.5 0.2 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.3 0.0 52.8 57.6 0.0 44.8 4.5 19.5 14.0 5.5 0.4 0.1 LnGrp LOS D A D E A D A B B A A A Approach Vol, veh/h 236 59 610 960 Approach Delay, s/veh 51.6 52.6 17.6 0.5 Approach LOS D D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 90.8 23.3 7.5 89.2 23.3 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 12.0 * 58 35.0 12.0 * 58 35.0 Max Q Clear Time (g_c+I1), s 2.6 17.6 13.5 3.3 2.0 17.1 Green Ext Time (p_c), s 0.0 3.7 1.2 0.1 7.4 0.2 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 226 0 0 50 111 636 16 58 842 104 Future Vol, veh/h 0 0 226 0 0 50 111 636 16 58 842 104 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 5 0 0 2 6 3 0 2 4 10 Mvmt Flow 0 0 246 0 0 54 121 691 17 63 915 113 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 514 - - 354 1028 0 0 708 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 7 - - 6.94 4.22 - - 4.14 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.35 - - 3.32 2.26 - - 2.22 - - Pot Cap-1 Maneuver 0 0 498 0 0 642 648 - - 887 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 498 - - 642 648 - - 887 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.1 11.1 1.7 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 648 - - 498 642 887 - - HCM Lane V/C Ratio 0.186 - - 0.493 0.085 0.071 - - HCM Control Delay (s) 11.8 - - 19.1 11.1 9.4 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.7 - - 2.7 0.3 0.2 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 163 316 42 138 77 43 600 110 1011 v/c Ratio 0.43 0.80 0.19 0.46 0.16 0.16 0.39 0.24 0.61 Control Delay 31.9 56.4 27.3 48.8 5.5 8.1 17.4 12.5 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.9 56.4 27.3 48.8 5.5 8.1 17.4 12.5 24.5 Queue Length 50th (ft) 92 221 21 91 2 6 122 33 288 Queue Length 95th (ft) 131 304 m47 m157 m25 25 286 72 436 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 378 460 281 454 582 340 1523 532 1657 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.69 0.15 0.30 0.13 0.13 0.39 0.21 0.61 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 150 197 94 39 127 71 40 493 59 101 806 124 Future Volume (veh/h) 150 197 94 39 127 71 40 493 59 101 806 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1736 1682 1723 1709 1682 1668 1750 1736 1709 1723 Adj Flow Rate, veh/h 163 214 102 42 138 77 43 536 64 110 876 135 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 5 2 3 5 6 0 1 3 2 Cap, veh/h 305 237 113 137 252 277 313 1578 188 456 1598 246 Arrive On Green 0.10 0.21 0.21 0.03 0.15 0.15 0.01 0.18 0.18 0.05 0.57 0.57 Sat Flow, veh/h 1654 1120 534 1602 1723 1448 1602 2852 340 1654 2820 435 Grp Volume(v), veh/h 163 0 316 42 138 77 43 297 303 110 504 507 Grp Sat Flow(s),veh/h/ln 1654 0 1654 1602 1723 1448 1602 1585 1607 1654 1624 1631 Q Serve(g_s), s 9.7 0.0 22.3 2.7 8.9 5.4 1.4 19.6 19.7 3.4 23.4 23.4 Cycle Q Clear(g_c), s 9.7 0.0 22.3 2.7 8.9 5.4 1.4 19.6 19.7 3.4 23.4 23.4 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.21 1.00 0.27 Lane Grp Cap(c), veh/h 305 0 351 137 252 277 313 877 889 456 920 924 V/C Ratio(X) 0.53 0.00 0.90 0.31 0.55 0.28 0.14 0.34 0.34 0.24 0.55 0.55 Avail Cap(c_a), veh/h 310 0 438 247 457 449 422 877 889 615 920 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 0.0 46.1 42.6 47.6 41.4 13.1 29.9 30.0 12.1 16.3 16.3 Incr Delay (d2), s/veh 1.7 0.0 18.6 1.2 1.9 0.5 0.2 1.0 1.0 0.3 2.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 10.9 1.1 3.9 2.0 0.5 8.5 8.7 1.2 8.7 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 0.0 64.7 43.8 49.4 42.0 13.3 30.9 31.0 12.4 18.7 18.7 LnGrp LOS D A E D D D B C C B B B Approach Vol, veh/h 479 257 643 1121 Approach Delay, s/veh 55.9 46.3 29.8 18.1 Approach LOS E D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.4 73.2 6.8 31.6 6.8 74.8 14.7 23.7 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 17.0 40.2 12.0 * 32 12.0 45.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 5.4 21.7 4.7 24.3 3.4 25.4 11.7 10.9 Green Ext Time (p_c), s 0.2 3.2 0.0 1.1 0.0 6.2 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 31.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 26 836 60 433 46 75 18 19 v/c Ratio 0.04 0.39 0.16 0.21 0.22 0.25 0.10 0.08 Control Delay 4.9 5.7 6.3 4.8 18.6 9.1 16.8 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.9 5.7 6.3 4.8 18.6 9.1 16.8 11.5 Queue Length 50th (ft) 2 50 6 22 10 3 4 2 Queue Length 95th (ft) 10 92 22 45 31 28 16 14 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 709 2621 467 2580 692 843 587 802 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.32 0.13 0.17 0.07 0.09 0.03 0.02 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 710 59 55 390 8 42 12 57 17 6 11 Future Volume (veh/h) 24 710 59 55 390 8 42 12 57 17 6 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1723 1695 1586 1750 1750 1750 1586 1750 1627 Adj Flow Rate, veh/h 26 772 64 60 424 9 46 13 62 18 7 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 2 4 12 0 0 0 12 0 9 Cap, veh/h 697 1837 152 479 1937 41 329 32 152 265 70 120 Arrive On Green 0.60 0.60 0.60 0.60 0.60 0.60 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 970 3060 254 657 3225 68 1416 264 1259 1220 579 992 Grp Volume(v), veh/h 26 413 423 60 211 222 46 0 75 18 0 19 Grp Sat Flow(s),veh/h/ln 970 1637 1677 657 1611 1683 1416 0 1523 1220 0 1571 Q Serve(g_s), s 0.5 5.6 5.6 2.2 2.5 2.5 1.2 0.0 1.9 0.6 0.0 0.4 Cycle Q Clear(g_c), s 3.0 5.6 5.6 7.9 2.5 2.5 1.7 0.0 1.9 2.5 0.0 0.4 Prop In Lane 1.00 0.15 1.00 0.04 1.00 0.83 1.00 0.63 Lane Grp Cap(c), veh/h 697 983 1007 479 967 1011 329 0 184 265 0 190 V/C Ratio(X) 0.04 0.42 0.42 0.13 0.22 0.22 0.14 0.00 0.41 0.07 0.00 0.10 Avail Cap(c_a), veh/h 916 1352 1386 627 1331 1391 974 0 878 820 0 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.5 4.4 4.4 6.5 3.8 3.8 17.0 0.0 16.9 18.1 0.0 16.3 Incr Delay (d2), s/veh 0.0 0.3 0.3 0.1 0.1 0.1 0.2 0.0 1.4 0.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.7 0.7 0.2 0.3 0.3 0.4 0.0 0.7 0.2 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.5 4.7 4.7 6.7 3.9 3.9 17.2 0.0 18.4 18.2 0.0 16.5 LnGrp LOS A A A A A A B A B B A B Approach Vol, veh/h 862 493 121 37 Approach Delay, s/veh 4.7 4.3 17.9 17.3 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 11.0 30.6 11.0 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 7.6 4.5 9.9 3.9 Green Ext Time (p_c), s 5.2 0.1 2.8 0.5 Intersection Summary HCM 6th Ctrl Delay 5.9 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 682 0 2 476 39 1 0 2 40 0 24 Future Vol, veh/h 16 682 0 2 476 39 1 0 2 40 0 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 0 2 21 0 0 0 0 0 8 Mvmt Flow 17 741 0 2 517 42 1 0 2 43 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 559 0 0 741 0 0 1038 1338 371 947 1317 280 Stage 1 - - - - - - 775 775 - 542 542 - Stage 2 - - - - - - 263 563 - 405 775 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 7.06 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.38 Pot Cap-1 Maneuver 1022 - - 875 - - 188 154 632 219 159 699 Stage 1 - - - - - - 361 411 - 497 523 - Stage 2 - - - - - - 725 512 - 599 411 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1022 - - 875 - - 177 149 632 213 154 699 Mov Cap-2 Maneuver - - - - - - 177 149 - 213 154 - Stage 1 - - - - - - 351 399 - 483 521 - Stage 2 - - - - - - 696 510 - 580 399 - Approach EB WB NB SB HCM Control Delay, s 0.3 0 15.7 20.3 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 340 1022 - - 875 - - 213 699 HCM Lane V/C Ratio 0.01 0.017 - - 0.002 - - 0.204 0.037 HCM Control Delay (s) 15.7 8.6 0.1 - 9.1 0 - 26.2 10.4 HCM Lane LOS C A A - A A - D B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 0.7 0.1 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 2026 AM Peak Lumber Yard Apts 1:17 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 245 39 11 183 22 2 Future Vol, veh/h 245 39 11 183 22 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 0 6 0 0 Mvmt Flow 266 42 12 199 24 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 308 0 510 287 Stage 1 - - - - 287 - Stage 2 - - - - 223 - 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 - - 1264 - 527 757 Stage 1 - - - - 766 - Stage 2 - - - - 819 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1264 - 522 757 Mov Cap-2 Maneuver - - - - 522 - Stage 1 - - - - 766 - Stage 2 - - - - 812 - Approach EB WB NE HCM Control Delay, s 0 0.4 12.1 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 536 - - 1264 - HCM Lane V/C Ratio 0.049 - - 0.009 - HCM Control Delay (s) 12.1 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 - Queues 3: W Oak St & N 7th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 252 271 167 132 747 198 721 109 200 617 390 v/c Ratio 0.77 0.48 0.21 0.31 0.89 0.54 0.63 0.15 0.61 0.54 0.42 Control Delay 49.7 43.3 3.5 26.7 63.5 27.5 44.9 5.4 30.2 42.0 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.7 43.3 3.5 26.7 63.5 27.5 44.9 5.4 30.2 42.0 9.0 Queue Length 50th (ft) 164 197 0 70 338 116 328 6 118 270 88 Queue Length 95th (ft) 280 323 41 124 #509 157 397 40 159 326 156 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 358 569 893 568 840 463 1145 883 422 1146 955 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.48 0.19 0.23 0.89 0.43 0.63 0.12 0.47 0.54 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 232 249 154 121 465 223 182 663 100 15 169 568 Future Volume (veh/h) 232 249 154 121 465 223 182 663 100 15 169 568 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1709 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 252 271 167 132 505 242 198 721 109 184 617 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 3 1 1 0 2 1 1 1 2 2 Cap, veh/h 274 491 544 320 493 235 353 1437 752 360 1411 Arrive On Green 0.14 0.29 0.29 0.08 0.23 0.23 0.08 0.44 0.44 0.08 0.43 Sat Flow, veh/h 1654 1709 1471 1654 2183 1042 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 252 271 167 132 384 363 198 721 109 184 617 Grp Sat Flow(s),veh/h/ln 1654 1709 1471 1654 1663 1563 1654 1650 1471 1641 1637 Q Serve(g_s), s 18.1 20.1 12.1 9.1 33.9 33.9 9.9 23.7 5.9 9.3 19.8 Cycle Q Clear(g_c), s 18.1 20.1 12.1 9.1 33.9 33.9 9.9 23.7 5.9 9.3 19.8 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 274 491 544 320 376 353 353 1437 752 360 1411 V/C Ratio(X) 0.92 0.55 0.31 0.41 1.02 1.03 0.56 0.50 0.14 0.51 0.44 Avail Cap(c_a), veh/h 346 491 544 493 376 353 514 1437 752 527 1411 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.1 45.3 33.6 40.2 58.0 58.1 22.2 30.6 19.4 22.8 29.9 Incr Delay (d2), s/veh 25.1 1.3 0.3 0.9 52.2 55.3 1.4 1.3 0.4 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 8.7 4.4 3.8 19.6 18.7 4.0 9.7 2.1 3.7 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.3 46.6 33.9 41.1 110.2 113.3 23.6 31.8 19.8 23.9 30.9 LnGrp LOS E D C D F F C C B C C Approach Vol, veh/h 690 879 1028 1191 Approach Delay, s/veh 51.8 101.1 29.0 26.5 Approach LOS D F C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 71.7 14.3 49.2 15.4 71.1 23.5 40.0 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 11.3 25.7 11.1 22.1 11.9 25.1 20.1 35.9 Green Ext Time (p_c), s 0.4 4.9 0.3 1.6 0.5 5.4 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay 49.1 HCM 6th LOS D Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 359 Future Volume (veh/h) 359 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 390 Peak Hour Factor 0.92 Percent Heavy Veh, % 0 Cap, veh/h 843 Arrive On Green 0.43 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 390 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 23.1 Cycle Q Clear(g_c), s 23.1 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 843 V/C Ratio(X) 0.46 Avail Cap(c_a), veh/h 843 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 19.0 Incr Delay (d2), s/veh 1.8 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 175 358 261 611 258 221 1007 134 173 1097 186 v/c Ratio 0.59 0.88 0.81 0.69 0.36 0.85 0.77 0.15 0.63 0.86 0.23 Control Delay 35.9 77.3 49.6 53.3 9.7 61.9 46.5 3.5 46.1 46.9 9.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 77.3 49.6 53.3 9.7 61.9 46.5 3.5 46.1 46.9 9.7 Queue Length 50th (ft) 107 332 170 276 51 147 463 0 68 580 40 Queue Length 95th (ft) 154 441 #240 344 105 #288 #694 37 199 #741 69 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 413 472 335 909 787 295 1301 918 351 1271 909 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.76 0.78 0.67 0.33 0.75 0.77 0.15 0.49 0.86 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 161 274 55 240 562 237 203 926 123 159 1009 171 Future Volume (veh/h) 161 274 55 240 562 237 203 926 123 159 1009 171 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736 1750 1709 Adj Flow Rate, veh/h 175 298 60 261 611 258 221 1007 134 173 1097 186 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 1 0 3 Cap, veh/h 270 322 65 289 878 496 244 1465 848 267 1409 751 Arrive On Green 0.10 0.23 0.23 0.13 0.26 0.26 0.09 0.44 0.44 0.02 0.14 0.14 Sat Flow, veh/h 1667 1414 285 1667 3325 1471 1667 3325 1483 1654 3325 1448 Grp Volume(v), veh/h 175 0 358 261 611 258 221 1007 134 173 1097 186 Grp Sat Flow(s),veh/h/ln 1667 0 1699 1667 1663 1471 1667 1663 1483 1654 1663 1448 Q Serve(g_s), s 11.9 0.0 30.9 17.5 24.9 21.1 11.1 36.5 6.4 8.6 47.8 14.4 Cycle Q Clear(g_c), s 11.9 0.0 30.9 17.5 24.9 21.1 11.1 36.5 6.4 8.6 47.8 14.4 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 270 0 387 289 878 496 244 1465 848 267 1409 751 V/C Ratio(X) 0.65 0.00 0.92 0.90 0.70 0.52 0.91 0.69 0.16 0.65 0.78 0.25 Avail Cap(c_a), veh/h 412 0 465 315 878 496 327 1465 848 411 1409 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 0.88 0.88 0.88 Uniform Delay (d), s/veh 40.1 0.0 56.6 39.2 49.8 40.0 32.8 33.7 15.1 28.7 57.7 31.1 Incr Delay (d2), s/veh 2.6 0.0 22.0 23.9 2.1 0.9 22.8 2.7 0.4 2.3 3.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 15.5 8.9 10.4 7.6 5.8 15.0 2.2 3.8 22.1 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 0.0 78.6 63.1 51.9 40.8 55.6 36.3 15.5 31.0 61.5 31.8 LnGrp LOS D A E E D D E D B C E C Approach Vol, veh/h 533 1130 1362 1456 Approach Delay, s/veh 66.8 52.0 37.4 54.1 Approach LOS E D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 72.3 22.7 41.1 16.5 69.8 17.3 46.5 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 24.0 * 44 22.0 41.1 21.0 * 47 27.0 36.1 Max Q Clear Time (g_c+I1), s 10.6 38.5 19.5 32.9 13.1 49.8 13.9 26.9 Green Ext Time (p_c), s 0.4 3.1 0.2 1.3 0.4 0.0 0.4 3.2 Intersection Summary HCM 6th Ctrl Delay 50.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 148 162 96 177 122 1085 41 73 988 64 v/c Ratio 0.92 0.46 0.54 0.50 0.32 0.50 0.04 0.22 0.46 0.07 Control Delay 110.6 35.2 63.6 39.4 6.8 9.3 0.8 13.9 26.2 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.6 35.2 63.6 39.4 6.8 9.3 0.8 13.9 26.2 14.2 Queue Length 50th (ft) 144 88 86 106 20 147 1 38 401 23 Queue Length 95th (ft) 215 147 136 167 m30 152 m1 m55 421 m33 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 221 465 243 464 451 2163 993 429 2155 886 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.35 0.40 0.38 0.27 0.50 0.04 0.17 0.46 0.07 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 52 97 88 60 103 112 998 38 67 909 59 Future Volume (veh/h) 136 52 97 88 60 103 112 998 38 67 909 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1695 1750 1736 1736 1750 1736 1750 1736 1750 1750 1750 1600 Adj Flow Rate, veh/h 148 57 105 96 65 112 122 1085 41 73 988 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 0 1 1 0 1 0 1 0 0 0 11 Cap, veh/h 215 131 241 232 137 236 457 2091 940 376 2077 847 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.05 0.84 0.84 0.06 1.00 1.00 Sat Flow, veh/h 1188 551 1016 1234 577 994 1667 3299 1483 1667 3325 1356 Grp Volume(v), veh/h 148 0 162 96 0 177 122 1085 41 73 988 64 Grp Sat Flow(s),veh/h/ln 1188 0 1567 1234 0 1571 1667 1650 1483 1667 1663 1356 Q Serve(g_s), s 18.3 0.0 13.2 10.8 0.0 14.5 4.0 13.8 0.7 2.4 0.0 0.0 Cycle Q Clear(g_c), s 32.9 0.0 13.2 24.0 0.0 14.5 4.0 13.8 0.7 2.4 0.0 0.0 Prop In Lane 1.00 0.65 1.00 0.63 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 215 0 372 232 0 373 457 2091 940 376 2077 847 V/C Ratio(X) 0.69 0.00 0.44 0.41 0.00 0.48 0.27 0.52 0.04 0.19 0.48 0.08 Avail Cap(c_a), veh/h 250 0 418 268 0 419 577 2091 940 512 2077 847 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.68 0.68 0.68 0.69 0.69 0.69 Uniform Delay (d), s/veh 63.3 0.0 48.7 58.9 0.0 49.2 8.8 5.4 4.4 9.5 0.0 0.0 Incr Delay (d2), s/veh 6.4 0.0 0.8 1.2 0.0 0.9 0.2 0.6 0.1 0.2 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 5.3 3.5 0.0 5.9 1.4 3.4 0.2 0.8 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.7 0.0 49.5 60.1 0.0 50.1 9.0 6.0 4.4 9.7 0.5 0.1 LnGrp LOS E A D E A D A A A A A A Approach Vol, veh/h 310 273 1248 1125 Approach Delay, s/veh 59.2 53.6 6.3 1.1 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 100.7 41.6 9.1 99.3 41.6 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 17.0 * 78 40.0 17.0 * 78 40.0 Max Q Clear Time (g_c+I1), s 4.4 15.8 34.9 6.0 2.0 26.0 Green Ext Time (p_c), s 0.1 9.9 0.7 0.2 8.7 1.2 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 257 0 0 143 244 960 31 77 839 179 Future Vol, veh/h 0 0 257 0 0 143 244 960 31 77 839 179 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 1 0 1 0 0 1 4 Mvmt Flow 0 0 279 0 0 155 265 1043 34 84 912 195 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 554 - - 539 1107 0 0 1077 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 481 0 0 489 638 - - 655 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 481 - - 489 638 - - 655 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 22.3 15.8 2.9 0.8 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 638 - - 481 489 655 - - HCM Lane V/C Ratio 0.416 - - 0.581 0.318 0.128 - - HCM Control Delay (s) 14.6 - - 22.3 15.8 11.3 - - HCM Lane LOS B - - C C B - - HCM 95th %tile Q(veh) 2 - - 3.6 1.4 0.4 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 157 269 107 284 179 102 1241 128 1182 v/c Ratio 0.69 0.78 0.45 0.87 0.36 0.41 0.74 0.50 0.69 Control Delay 55.8 67.2 48.4 89.9 31.3 13.1 21.6 18.1 28.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.8 67.2 48.4 89.9 31.3 13.1 21.6 18.1 28.9 Queue Length 50th (ft) 112 225 80 279 95 31 302 50 454 Queue Length 95th (ft) #190 #337 m130 m#391 m152 m31 485 78 565 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 227 362 253 367 620 398 1673 372 1716 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.74 0.42 0.77 0.29 0.26 0.74 0.34 0.69 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 144 136 111 98 261 165 94 1053 88 118 902 186 Future Volume (veh/h) 144 136 111 98 261 165 94 1053 88 118 902 186 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1736 1750 1736 1736 1723 1736 1750 1736 1736 1709 Adj Flow Rate, veh/h 157 148 121 107 284 179 102 1145 96 128 980 202 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 1 0 1 1 2 1 0 1 1 3 Cap, veh/h 199 172 141 193 314 336 272 1740 146 382 1557 320 Arrive On Green 0.08 0.20 0.20 0.06 0.18 0.18 0.08 1.00 1.00 0.05 0.57 0.57 Sat Flow, veh/h 1641 877 717 1667 1736 1471 1641 3081 258 1654 2724 561 Grp Volume(v), veh/h 157 0 269 107 284 179 102 612 629 128 593 589 Grp Sat Flow(s),veh/h/ln 1641 0 1594 1667 1736 1471 1641 1650 1690 1654 1650 1635 Q Serve(g_s), s 11.6 0.0 24.5 7.8 24.0 16.0 4.0 0.0 0.0 4.9 36.1 36.2 Cycle Q Clear(g_c), s 11.6 0.0 24.5 7.8 24.0 16.0 4.0 0.0 0.0 4.9 36.1 36.2 Prop In Lane 1.00 0.45 1.00 1.00 1.00 0.15 1.00 0.34 Lane Grp Cap(c), veh/h 199 0 313 193 314 336 272 932 955 382 943 934 V/C Ratio(X) 0.79 0.00 0.86 0.55 0.90 0.53 0.38 0.66 0.66 0.34 0.63 0.63 Avail Cap(c_a), veh/h 199 0 338 219 368 382 478 932 955 579 943 934 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 0.0 58.3 47.4 60.1 50.8 16.9 0.0 0.0 12.2 21.5 21.5 Incr Delay (d2), s/veh 19.1 0.0 18.5 2.5 22.6 1.3 0.7 3.0 2.9 0.5 3.2 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.0 11.5 3.4 12.5 6.0 1.4 0.8 0.8 1.8 14.3 14.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.8 0.0 76.8 49.9 82.8 52.1 17.6 3.0 2.9 12.7 24.7 24.8 LnGrp LOS E A E D F D B A A B C C Approach Vol, veh/h 426 570 1343 1310 Approach Delay, s/veh 72.7 67.0 4.1 23.6 Approach LOS E E A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 91.5 12.7 35.7 9.1 92.5 15.0 33.4 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 25.0 62.2 12.0 * 32 25.0 62.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 6.9 2.0 9.8 26.5 6.0 38.2 13.6 26.0 Green Ext Time (p_c), s 0.3 10.7 0.0 0.7 0.2 8.3 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 28.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 16 651 49 927 155 82 16 63 v/c Ratio 0.05 0.33 0.11 0.45 0.54 0.20 0.06 0.16 Control Delay 7.7 7.2 8.0 8.6 24.1 7.0 15.0 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.7 7.2 8.0 8.6 24.1 7.0 15.0 8.9 Queue Length 50th (ft) 2 46 6 77 38 2 3 5 Queue Length 95th (ft) 11 101 25 161 91 28 16 28 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 369 2402 528 2479 610 777 600 788 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.27 0.09 0.37 0.25 0.11 0.03 0.08 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 520 79 45 843 10 143 10 65 15 19 39 Future Volume (veh/h) 15 520 79 45 843 10 143 10 65 15 19 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 16 565 86 49 916 11 155 11 71 16 21 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 389 1559 237 502 1841 22 382 40 261 362 104 207 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 613 2849 432 793 3365 40 1360 203 1311 1337 521 1042 Grp Volume(v), veh/h 16 324 327 49 453 474 155 0 82 16 0 63 Grp Sat Flow(s),veh/h/ln 613 1637 1645 793 1663 1743 1360 0 1514 1337 0 1563 Q Serve(g_s), s 0.8 5.1 5.1 1.7 7.7 7.7 4.9 0.0 2.1 0.5 0.0 1.5 Cycle Q Clear(g_c), s 8.5 5.1 5.1 6.8 7.7 7.7 6.4 0.0 2.1 2.6 0.0 1.5 Prop In Lane 1.00 0.26 1.00 0.02 1.00 0.87 1.00 0.67 Lane Grp Cap(c), veh/h 389 895 900 502 910 954 382 0 301 362 0 311 V/C Ratio(X) 0.04 0.36 0.36 0.10 0.50 0.50 0.41 0.00 0.27 0.04 0.00 0.20 Avail Cap(c_a), veh/h 515 1232 1238 666 1252 1312 826 0 795 799 0 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.1 5.8 5.8 7.8 6.4 6.4 18.0 0.0 15.5 16.6 0.0 15.3 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.1 0.4 0.4 0.7 0.0 0.5 0.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 1.0 0.2 1.5 1.5 1.5 0.0 0.7 0.1 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.1 6.1 6.1 7.9 6.9 6.8 18.7 0.0 16.0 16.6 0.0 15.6 LnGrp LOS A A A A A A B A B B A B Approach Vol, veh/h 667 976 237 79 Approach Delay, s/veh 6.2 6.9 17.7 15.8 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 15.1 30.6 15.1 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 10.5 4.6 9.7 8.4 Green Ext Time (p_c), s 3.8 0.3 6.0 0.8 Intersection Summary HCM 6th Ctrl Delay 8.3 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 634 3 4 799 33 1 0 1 41 0 27 Future Vol, veh/h 22 634 3 4 799 33 1 0 1 41 0 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 5 1 0 0 1 4 0 0 0 3 0 7 Mvmt Flow 24 689 3 4 868 36 1 0 1 45 0 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 904 0 0 692 0 0 1181 1651 346 1287 1634 452 Stage 1 - - - - - - 739 739 - 894 894 - Stage 2 - - - - - - 442 912 - 393 740 - Critical Hdwy 4.2 - - 4.1 - - 7.5 6.5 6.9 7.56 6.5 7.04 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.56 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.56 5.5 - Follow-up Hdwy 2.25 - - 2.2 - - 3.5 4 3.3 3.53 4 3.37 Pot Cap-1 Maneuver 729 - - 912 - - 148 100 656 120 102 541 Stage 1 - - - - - - 380 427 - 300 362 - Stage 2 - - - - - - 570 355 - 600 426 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 729 - - 912 - - 133 94 656 114 96 541 Mov Cap-2 Maneuver - - - - - - 133 94 - 114 96 - Stage 1 - - - - - - 359 404 - 284 359 - Stage 2 - - - - - - 534 352 - 567 403 - Approach EB WB NB SB HCM Control Delay, s 0.6 0 21.5 38.2 HCM LOS C E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 221 729 - - 912 - - 114 541 HCM Lane V/C Ratio 0.01 0.033 - - 0.005 - - 0.391 0.054 HCM Control Delay (s) 21.5 10.1 0.3 - 9 0 - 55.5 12 HCM Lane LOS C B A - A A - F B HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 1.6 0.2 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 2026 PM Peak Lumber Yard Apts 1:20 pm 10/27/2023 Phase 1 (2026) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 255 39 2 334 60 5 Future Vol, veh/h 255 39 2 334 60 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 50 1 0 0 Mvmt Flow 277 42 2 363 65 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 319 0 665 298 Stage 1 - - - - 298 - Stage 2 - - - - 367 - Critical Hdwy - - 4.6 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.65 - 3.5 3.3 Pot Cap-1 Maneuver - - 1014 - 428 746 Stage 1 - - - - 758 - Stage 2 - - - - 705 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1014 - 427 746 Mov Cap-2 Maneuver - - - - 427 - Stage 1 - - - - 758 - Stage 2 - - - - 704 - Approach EB WB NE HCM Control Delay, s 0 0.1 14.7 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 442 - - 1014 - HCM Lane V/C Ratio 0.16 - - 0.002 - HCM Control Delay (s) 14.7 - - 8.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.6 - - 0 - CAPACITY CALCULATIONS – FUTURE (2038) Queues 3: W Oak St & N 7th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 377 452 245 75 444 114 487 71 318 913 279 v/c Ratio 0.92 0.88 0.32 0.33 0.68 0.42 0.46 0.10 0.68 0.72 0.29 Control Delay 55.4 59.0 4.9 24.4 41.9 21.8 36.2 1.5 26.3 36.5 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.4 59.0 4.9 24.4 41.9 21.8 36.2 1.5 26.3 36.5 5.4 Queue Length 50th (ft) 208 324 15 33 137 45 166 0 146 320 29 Queue Length 95th (ft) #338 #490 58 61 187 83 232 10 230 #468 84 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 410 539 799 298 801 325 1052 767 490 1274 964 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.92 0.84 0.31 0.25 0.55 0.35 0.46 0.09 0.65 0.72 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 347 416 225 69 270 139 105 448 65 28 265 840 Future Volume (veh/h) 347 416 225 69 270 139 105 448 65 28 265 840 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1709 1695 1641 1750 1723 1709 1682 1723 Adj Flow Rate, veh/h 377 452 245 75 293 151 114 487 71 288 913 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 2 1 3 4 8 0 2 3 5 2 Cap, veh/h 367 499 511 169 359 180 268 1247 625 487 1468 Arrive On Green 0.17 0.29 0.29 0.05 0.17 0.17 0.06 0.38 0.38 0.13 0.45 Sat Flow, veh/h 1654 1723 1471 1628 2076 1043 1667 3273 1448 1602 3273 Grp Volume(v), veh/h 377 452 245 75 226 218 114 487 71 288 913 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1628 1611 1508 1667 1637 1448 1602 1637 Q Serve(g_s), s 20.0 30.3 15.7 4.5 16.2 16.8 4.9 13.0 3.5 12.6 25.6 Cycle Q Clear(g_c), s 20.0 30.3 15.7 4.5 16.2 16.8 4.9 13.0 3.5 12.6 25.6 Prop In Lane 1.00 1.00 1.00 0.69 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 499 511 169 279 261 268 1247 625 487 1468 V/C Ratio(X) 1.03 0.91 0.48 0.44 0.81 0.84 0.42 0.39 0.11 0.59 0.62 Avail Cap(c_a), veh/h 367 515 525 277 401 376 367 1247 625 567 1468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 41.1 30.7 39.2 47.7 48.0 22.0 27.0 20.4 18.1 25.3 Incr Delay (d2), s/veh 54.1 19.4 0.7 1.8 7.9 10.6 1.1 0.9 0.4 1.2 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.2 15.3 5.6 1.9 7.0 7.0 2.0 5.2 1.2 4.6 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.3 60.4 31.4 41.0 55.6 58.6 23.0 27.9 20.8 19.3 27.3 LnGrp LOS F E C D E E C C C B C Approach Vol, veh/h 1074 519 672 1480 Approach Delay, s/veh 64.0 54.8 26.3 22.9 Approach LOS E D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.0 52.1 9.0 40.8 9.9 60.2 23.0 26.9 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 21.0 * 31 14.0 35.9 14.0 * 38 20.0 29.9 Max Q Clear Time (g_c+I1), s 14.6 15.0 6.5 32.3 6.9 27.6 22.0 18.8 Green Ext Time (p_c), s 0.5 3.0 0.1 1.3 0.1 5.0 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 39.7 HCM 6th LOS D Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 257 Future Volume (veh/h) 257 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1709 Adj Flow Rate, veh/h 279 Peak Hour Factor 0.92 Percent Heavy Veh, % 3 Cap, veh/h 891 Arrive On Green 0.45 Sat Flow, veh/h 1448 Grp Volume(v), veh/h 279 Grp Sat Flow(s),veh/h/ln 1448 Q Serve(g_s), s 11.0 Cycle Q Clear(g_c), s 11.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 891 V/C Ratio(X) 0.31 Avail Cap(c_a), veh/h 891 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 11.0 Incr Delay (d2), s/veh 0.9 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.9 LnGrp LOS B Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 101 635 226 247 124 199 1096 115 75 695 383 v/c Ratio 0.21 1.22 1.03 0.23 0.18 0.63 0.91 0.14 0.43 0.63 0.44 Control Delay 20.2 152.6 97.9 31.1 4.0 27.7 48.5 3.2 30.9 26.1 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.2 152.6 97.9 31.1 4.0 27.7 48.5 3.2 30.9 26.1 3.2 Queue Length 50th (ft) 44 ~603 ~134 73 0 87 421 0 12 133 0 Queue Length 95th (ft) 79 #834 #302 111 34 137 #584 30 83 254 38 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 510 520 220 1057 832 319 1203 822 331 1110 904 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 1.22 1.03 0.23 0.15 0.62 0.91 0.14 0.23 0.63 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 502 82 208 227 114 183 1008 106 69 639 352 Future Volume (veh/h) 93 502 82 208 227 114 183 1008 106 69 639 352 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1750 1695 1736 1668 1709 1723 1736 1695 1709 1736 Adj Flow Rate, veh/h 101 546 89 226 247 124 199 1096 115 75 695 383 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 0 4 1 6 3 2 1 4 3 1 Cap, veh/h 451 442 72 221 1134 547 285 1298 731 172 1128 595 Arrive On Green 0.06 0.30 0.30 0.10 0.34 0.34 0.09 0.40 0.40 0.01 0.11 0.11 Sat Flow, veh/h 1654 1468 239 1615 3299 1414 1628 3273 1471 1615 3247 1471 Grp Volume(v), veh/h 101 0 635 226 247 124 199 1096 115 75 695 383 Grp Sat Flow(s),veh/h/ln 1654 0 1707 1615 1650 1414 1628 1637 1471 1615 1624 1471 Q Serve(g_s), s 5.0 0.0 36.1 12.0 6.4 7.1 9.1 36.5 5.1 3.6 24.5 27.6 Cycle Q Clear(g_c), s 5.0 0.0 36.1 12.0 6.4 7.1 9.1 36.5 5.1 3.6 24.5 27.6 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 451 0 514 221 1134 547 285 1298 731 172 1128 595 V/C Ratio(X) 0.22 0.00 1.24 1.02 0.22 0.23 0.70 0.84 0.16 0.44 0.62 0.64 Avail Cap(c_a), veh/h 522 0 514 221 1134 547 297 1298 731 385 1128 595 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 26.4 0.0 42.0 33.4 27.9 24.7 24.9 32.8 16.5 28.9 45.5 40.0 Incr Delay (d2), s/veh 0.2 0.0 122.4 65.3 0.1 0.2 6.7 6.9 0.5 1.5 2.2 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 32.3 8.5 2.5 2.3 3.9 15.1 1.7 1.4 11.0 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.6 0.0 164.4 98.7 28.0 24.9 31.6 39.7 17.0 30.4 47.7 44.6 LnGrp LOS C A F F C C C D B C D D Approach Vol, veh/h 736 597 1410 1153 Approach Delay, s/veh 145.5 54.1 36.7 45.5 Approach LOS F D D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 53.8 15.0 43.0 14.1 47.9 9.9 48.1 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 21.0 * 32 12.0 36.1 12.0 * 41 12.0 36.1 Max Q Clear Time (g_c+I1), s 5.6 38.5 14.0 38.1 11.1 29.6 7.0 9.1 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 0.1 4.5 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 62.5 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 105 195 48 31 85 657 35 35 1130 55 v/c Ratio 0.66 0.57 0.58 0.14 0.24 0.28 0.03 0.07 0.50 0.06 Control Delay 67.4 17.5 73.6 28.7 2.3 2.9 0.0 1.6 8.4 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.4 17.5 73.6 28.7 2.3 2.9 0.0 1.6 8.4 2.1 Queue Length 50th (ft) 78 24 36 12 7 40 0 1 28 0 Queue Length 95th (ft) 130 90 74 38 m5 m30 m0 m5 509 m13 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 345 553 179 469 418 2326 1056 593 2280 884 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.35 0.27 0.07 0.20 0.28 0.03 0.06 0.50 0.06 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 97 31 148 44 16 13 78 604 32 32 1040 51 Future Volume (veh/h) 97 31 148 44 16 13 78 604 32 32 1040 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1627 1750 1723 1654 1750 1641 1750 1709 1709 1627 1723 1477 Adj Flow Rate, veh/h 105 34 161 48 17 14 85 657 35 35 1130 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 9 0 2 7 0 8 0 3 3 9 2 20 Cap, veh/h 274 48 226 128 160 132 356 2174 970 488 2157 825 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.03 0.45 0.45 0.03 0.66 0.66 Sat Flow, veh/h 1302 266 1258 1141 888 731 1667 3247 1448 1550 3273 1252 Grp Volume(v), veh/h 105 0 195 48 0 31 85 657 35 35 1130 55 Grp Sat Flow(s),veh/h/ln 1302 0 1524 1141 0 1618 1667 1624 1448 1550 1637 1252 Q Serve(g_s), s 8.8 0.0 14.4 5.0 0.0 1.9 1.9 15.5 1.6 0.9 21.6 1.9 Cycle Q Clear(g_c), s 10.7 0.0 14.4 19.4 0.0 1.9 1.9 15.5 1.6 0.9 21.6 1.9 Prop In Lane 1.00 0.83 1.00 0.45 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 274 0 274 128 0 291 356 2174 970 488 2157 825 V/C Ratio(X) 0.38 0.00 0.71 0.37 0.00 0.11 0.24 0.30 0.04 0.07 0.52 0.07 Avail Cap(c_a), veh/h 419 0 444 255 0 472 457 2174 970 599 2157 825 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.52 0.52 0.52 0.46 0.46 0.46 Uniform Delay (d), s/veh 45.6 0.0 46.3 55.4 0.0 41.1 8.2 15.2 11.4 6.9 10.7 7.3 Incr Delay (d2), s/veh 0.9 0.0 3.4 1.8 0.0 0.2 0.2 0.2 0.0 0.0 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 5.8 1.5 0.0 0.8 0.6 6.2 0.5 0.3 7.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.5 0.0 49.7 57.2 0.0 41.3 8.4 15.4 11.4 6.9 11.1 7.4 LnGrp LOS D A D E A D A B B A B A Approach Vol, veh/h 300 79 777 1220 Approach Delay, s/veh 48.5 50.9 14.4 10.8 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 86.0 27.6 7.7 84.7 27.6 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 12.0 * 58 35.0 12.0 * 58 35.0 Max Q Clear Time (g_c+I1), s 2.9 17.5 16.4 3.9 23.6 21.4 Green Ext Time (p_c), s 0.0 4.9 1.5 0.1 9.8 0.2 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 287 0 0 63 141 810 20 74 1069 132 Future Vol, veh/h 0 0 287 0 0 63 141 810 20 74 1069 132 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 4 0 0 2 4 3 0 2 3 9 Mvmt Flow 0 0 312 0 0 68 153 880 22 80 1162 143 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 653 - - 451 1305 0 0 902 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.98 - - 6.94 4.18 - - 4.14 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.34 - - 3.32 2.24 - - 2.22 - - Pot Cap-1 Maneuver 0 0 405 0 0 556 516 - - 749 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 405 - - 556 516 - - 749 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 38 12.4 2.2 0.6 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 516 - - 405 556 749 - - HCM Lane V/C Ratio 0.297 - - 0.77 0.123 0.107 - - HCM Control Delay (s) 14.9 - - 38 12.4 10.4 - - HCM Lane LOS B - - E B B - - HCM 95th %tile Q(veh) 1.2 - - 6.5 0.4 0.4 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 207 402 54 176 100 55 763 140 1284 v/c Ratio 0.52 0.88 0.26 0.47 0.17 0.31 0.55 0.39 0.85 Control Delay 31.2 61.0 29.5 48.3 5.0 12.8 21.7 16.4 36.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 61.0 29.5 48.3 5.0 12.8 21.7 16.4 36.5 Queue Length 50th (ft) 107 276 29 124 2 10 294 52 491 Queue Length 95th (ft) 165 #452 m56 m187 m29 22 350 89 #686 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 395 475 264 454 654 237 1380 427 1513 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.85 0.20 0.39 0.15 0.23 0.55 0.33 0.85 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 190 250 120 50 162 92 51 625 77 129 1024 157 Future Volume (veh/h) 190 250 120 50 162 92 51 625 77 129 1024 157 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1750 1736 1695 1723 1709 1695 1695 1750 1736 1709 1723 Adj Flow Rate, veh/h 207 272 130 54 176 100 55 679 84 140 1113 171 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 0 1 4 2 3 4 4 0 1 3 2 Cap, veh/h 339 288 138 137 334 366 199 1411 174 352 1447 222 Arrive On Green 0.10 0.26 0.26 0.04 0.19 0.19 0.01 0.16 0.16 0.06 0.51 0.51 Sat Flow, veh/h 1654 1119 535 1615 1723 1448 1615 2885 357 1654 2822 432 Grp Volume(v), veh/h 207 0 402 54 176 100 55 379 384 140 639 645 Grp Sat Flow(s),veh/h/ln 1654 0 1654 1615 1723 1448 1615 1611 1631 1654 1624 1631 Q Serve(g_s), s 11.8 0.0 28.6 3.2 11.0 6.7 2.0 25.7 25.7 4.9 38.0 38.3 Cycle Q Clear(g_c), s 11.8 0.0 28.6 3.2 11.0 6.7 2.0 25.7 25.7 4.9 38.0 38.3 Prop In Lane 1.00 0.32 1.00 1.00 1.00 0.22 1.00 0.27 Lane Grp Cap(c), veh/h 339 0 426 137 334 366 199 788 798 352 832 836 V/C Ratio(X) 0.61 0.00 0.94 0.39 0.53 0.27 0.28 0.48 0.48 0.40 0.77 0.77 Avail Cap(c_a), veh/h 339 0 438 240 457 468 304 788 798 489 832 836 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 0.0 43.7 38.7 43.4 36.0 20.6 36.5 36.5 16.5 23.5 23.6 Incr Delay (d2), s/veh 3.2 0.0 28.8 1.8 1.3 0.4 0.7 2.0 2.0 0.7 6.7 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 15.0 1.3 4.8 2.4 0.8 11.5 11.6 1.8 15.1 15.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.6 0.0 72.5 40.5 44.7 36.4 21.3 38.5 38.5 17.2 30.2 30.4 LnGrp LOS D A E D D D C D D B C C Approach Vol, veh/h 609 330 818 1424 Approach Delay, s/veh 60.3 41.5 37.3 29.0 Approach LOS E D D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.0 65.5 7.4 37.1 7.2 68.3 15.0 29.5 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 17.0 40.2 12.0 * 32 12.0 45.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 6.9 27.7 5.2 30.6 4.0 40.3 13.8 13.0 Green Ext Time (p_c), s 0.2 3.6 0.0 0.3 0.0 3.2 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 38.4 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 34 1060 76 549 59 95 26 30 v/c Ratio 0.07 0.50 0.28 0.26 0.27 0.29 0.14 0.11 Control Delay 5.3 6.8 9.0 5.2 20.2 9.5 18.3 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.3 6.8 9.0 5.2 20.2 9.5 18.3 11.5 Queue Length 50th (ft) 3 73 8 31 13 4 6 2 Queue Length 95th (ft) 13 137 34 61 42 35 24 20 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 622 2573 336 2561 673 835 587 799 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.41 0.23 0.21 0.09 0.11 0.04 0.04 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 900 75 70 494 11 54 15 73 24 9 18 Future Volume (veh/h) 31 900 75 70 494 11 54 15 73 24 9 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1723 1709 1627 1750 1750 1750 1641 1750 1668 Adj Flow Rate, veh/h 34 978 82 76 537 12 59 16 79 26 10 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 2 3 9 0 0 0 8 0 6 Cap, veh/h 619 1816 152 386 1929 43 330 33 165 261 68 136 Arrive On Green 0.59 0.59 0.59 0.59 0.59 0.59 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 872 3057 256 532 3247 73 1401 256 1266 1239 521 1042 Grp Volume(v), veh/h 34 524 536 76 268 281 59 0 95 26 0 30 Grp Sat Flow(s),veh/h/ln 872 1637 1677 532 1624 1696 1401 0 1522 1239 0 1563 Q Serve(g_s), s 0.8 8.0 8.0 4.2 3.4 3.4 1.6 0.0 2.4 0.8 0.0 0.7 Cycle Q Clear(g_c), s 4.2 8.0 8.0 12.2 3.4 3.4 2.4 0.0 2.4 3.3 0.0 0.7 Prop In Lane 1.00 0.15 1.00 0.04 1.00 0.83 1.00 0.67 Lane Grp Cap(c), veh/h 619 972 996 386 964 1007 330 0 198 261 0 204 V/C Ratio(X) 0.05 0.54 0.54 0.20 0.28 0.28 0.18 0.00 0.48 0.10 0.00 0.15 Avail Cap(c_a), veh/h 814 1338 1370 505 1327 1386 946 0 868 806 0 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 5.2 5.1 5.1 8.7 4.2 4.2 17.3 0.0 17.0 18.5 0.0 16.2 Incr Delay (d2), s/veh 0.0 0.5 0.5 0.2 0.2 0.1 0.3 0.0 1.8 0.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 1.1 0.3 0.4 0.4 0.5 0.0 0.9 0.2 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 5.6 5.6 9.0 4.3 4.3 17.5 0.0 18.8 18.7 0.0 16.6 LnGrp LOS A A A A A A B A B B A B Approach Vol, veh/h 1094 625 154 56 Approach Delay, s/veh 5.5 4.9 18.3 17.5 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 11.5 30.6 11.5 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 10.0 5.3 14.2 4.4 Green Ext Time (p_c), s 7.0 0.2 3.7 0.6 Intersection Summary HCM 6th Ctrl Delay 6.7 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 869 0 3 606 51 1 0 3 54 0 30 Future Vol, veh/h 20 869 0 3 606 51 1 0 3 54 0 30 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 2 0 0 2 16 0 0 0 0 0 7 Mvmt Flow 22 945 0 3 659 55 1 0 3 59 0 33 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 714 0 0 945 0 0 1325 1709 473 1210 1682 357 Stage 1 - - - - - - 989 989 - 693 693 - Stage 2 - - - - - - 336 720 - 517 989 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 7.04 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.37 Pot Cap-1 Maneuver 895 - - 734 - - 116 92 543 141 95 625 Stage 1 - - - - - - 268 327 - 405 448 - Stage 2 - - - - - - 657 435 - 515 327 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 895 - - 734 - - 105 87 543 134 89 625 Mov Cap-2 Maneuver - - - - - - 105 87 - 134 89 - Stage 1 - - - - - - 254 310 - 384 445 - Stage 2 - - - - - - 618 432 - 485 310 - Approach EB WB NB SB HCM Control Delay, s 0.4 0 18.8 36.9 HCM LOS C E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 266 895 - - 734 - - 134 625 HCM Lane V/C Ratio 0.016 0.024 - - 0.004 - - 0.438 0.052 HCM Control Delay (s) 18.8 9.1 0.2 - 9.9 0 - 51.3 11.1 HCM Lane LOS C A A - A A - F B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1.9 0.2 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 2038 AM Peak Lumber Yard Apts 1:18 pm 10/27/2023 Future (2038) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 311 50 13 231 30 3 Future Vol, veh/h 311 50 13 231 30 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 3 0 4 0 0 Mvmt Flow 338 54 14 251 33 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 392 0 644 365 Stage 1 - - - - 365 - Stage 2 - - - - 279 - 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 - - 1178 - 440 685 Stage 1 - - - - 707 - Stage 2 - - - - 773 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1178 - 435 685 Mov Cap-2 Maneuver - - - - 435 - Stage 1 - - - - 707 - Stage 2 - - - - 764 - Approach EB WB NE HCM Control Delay, s 0 0.4 13.7 HCM LOS B Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 450 - - 1178 - HCM Lane V/C Ratio 0.08 - - 0.012 - HCM Control Delay (s) 13.7 - - 8.1 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0 - Queues 3: W Oak St & N 7th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 321 345 214 166 950 253 914 138 254 783 498 v/c Ratio 0.94 0.64 0.26 0.46 1.23 0.75 0.89 0.19 0.83 0.73 0.57 Control Delay 77.0 52.1 3.2 30.6 159.3 37.7 61.0 8.4 58.0 49.9 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 77.0 52.1 3.2 30.6 159.3 37.7 61.0 8.4 58.0 49.9 18.6 Queue Length 50th (ft) 261 294 0 99 ~596 139 451 21 177 353 217 Queue Length 95th (ft) #452 432 44 153 #734 212 #601 62 285 461 362 Internal Link Dist (ft) 1269 717 1038 440 Turn Bay Length (ft) 160 220 150 150 100 100 Base Capacity (vph) 345 537 886 496 772 404 1026 833 347 1073 883 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.64 0.24 0.33 1.23 0.63 0.89 0.17 0.73 0.73 0.56 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume (veh/h) 295 317 197 153 591 283 233 841 127 19 214 720 Future Volume (veh/h) 295 317 197 153 591 283 233 841 127 19 214 720 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1736 1723 1736 1736 1750 1723 1736 1736 1736 1723 1723 Adj Flow Rate, veh/h 321 345 214 166 642 308 253 914 138 233 783 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 2 1 1 0 2 1 1 1 2 2 Cap, veh/h 339 535 621 318 492 236 303 1219 679 289 1187 Arrive On Green 0.18 0.31 0.31 0.09 0.23 0.23 0.11 0.37 0.37 0.10 0.36 Sat Flow, veh/h 1654 1723 1471 1654 2179 1045 1654 3299 1471 1641 3273 Grp Volume(v), veh/h 321 345 214 166 490 460 253 914 138 233 783 Grp Sat Flow(s),veh/h/ln 1654 1723 1471 1654 1663 1562 1654 1650 1471 1641 1637 Q Serve(g_s), s 24.4 25.9 14.7 11.4 33.9 33.9 14.2 36.2 8.4 13.2 30.1 Cycle Q Clear(g_c), s 24.4 25.9 14.7 11.4 33.9 33.9 14.2 36.2 8.4 13.2 30.1 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 339 535 621 318 376 353 303 1219 679 289 1187 V/C Ratio(X) 0.95 0.64 0.34 0.52 1.30 1.30 0.83 0.75 0.20 0.81 0.66 Avail Cap(c_a), veh/h 346 535 621 464 376 353 416 1219 679 412 1187 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 44.6 29.3 39.5 58.0 58.1 30.9 41.2 24.0 31.8 40.0 Incr Delay (d2), s/veh 34.2 2.7 0.3 1.3 154.8 155.9 10.1 4.3 0.7 7.7 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 11.5 5.3 4.8 30.3 28.6 6.4 15.4 3.1 5.8 12.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.2 47.2 29.6 40.9 212.8 213.9 41.0 45.5 24.7 39.5 42.9 LnGrp LOS F D C D F F D D C D D Approach Vol, veh/h 880 1116 1305 1514 Approach Delay, s/veh 55.0 187.7 42.4 37.4 Approach LOS D F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.7 61.8 16.8 52.7 19.8 60.8 29.4 40.0 Change Period (Y+Rc), s 3.0 * 6.4 3.0 6.1 3.0 * 6.4 3.0 6.1 Max Green Setting (Gmax), s 27.0 * 44 27.0 33.9 27.0 * 44 27.0 33.9 Max Q Clear Time (g_c+I1), s 15.2 38.2 13.4 27.9 16.2 37.0 26.4 35.9 Green Ext Time (p_c), s 0.5 2.9 0.3 1.5 0.5 3.7 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 76.8 HCM 6th LOS E Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: W Oak St & N 7th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 3 Movement SBR Lane Configurations Traffic Volume (veh/h) 458 Future Volume (veh/h) 458 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1750 Adj Flow Rate, veh/h 498 Peak Hour Factor 0.92 Percent Heavy Veh, % 0 Cap, veh/h 799 Arrive On Green 0.36 Sat Flow, veh/h 1483 Grp Volume(v), veh/h 498 Grp Sat Flow(s),veh/h/ln 1483 Q Serve(g_s), s 35.0 Cycle Q Clear(g_c), s 35.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 799 V/C Ratio(X) 0.62 Avail Cap(c_a), veh/h 799 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 Uniform Delay (d), s/veh 24.0 Incr Delay (d2), s/veh 3.6 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 12.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Queues 6: W Oak St & N 19th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 223 455 330 775 326 279 1279 170 220 1392 237 v/c Ratio 0.73 0.97 1.07 0.82 0.44 0.98 1.19 0.20 0.83 1.34 0.32 Control Delay 41.3 88.6 108.9 59.0 19.8 91.9 137.8 3.5 68.9 201.6 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.3 88.6 108.9 59.0 19.8 91.9 137.8 3.5 68.9 201.6 19.5 Queue Length 50th (ft) 132 436 ~283 374 137 226 ~807 0 190 ~918 91 Queue Length 95th (ft) 207 #662 #504 #532 231 #430 #986 41 273 #1064 159 Internal Link Dist (ft) 623 1355 989 1214 Turn Bay Length (ft) 240 225 225 400 400 270 250 Base Capacity (vph) 376 472 308 941 776 285 1076 844 313 1037 801 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.96 1.07 0.82 0.42 0.98 1.19 0.20 0.70 1.34 0.30 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 6: W Oak St & N 19th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 205 349 70 304 713 300 257 1177 156 202 1281 218 Future Volume (veh/h) 205 349 70 304 713 300 257 1177 156 202 1281 218 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1750 1750 1750 1750 1736 1750 1750 1750 1736 1750 1723 Adj Flow Rate, veh/h 223 379 76 330 775 326 279 1279 170 220 1392 237 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 0 0 0 0 1 0 0 0 1 0 2 Cap, veh/h 285 388 78 300 1029 630 281 1108 712 244 1037 618 Arrive On Green 0.11 0.27 0.27 0.15 0.31 0.31 0.14 0.33 0.33 0.04 0.10 0.10 Sat Flow, veh/h 1667 1415 284 1667 3325 1471 1667 3325 1483 1654 3325 1460 Grp Volume(v), veh/h 223 0 455 330 775 326 279 1279 170 220 1392 237 Grp Sat Flow(s),veh/h/ln 1667 0 1699 1667 1663 1471 1667 1663 1483 1654 1663 1460 Q Serve(g_s), s 14.2 0.0 39.8 22.0 31.5 24.4 20.7 50.0 10.1 15.5 46.8 19.3 Cycle Q Clear(g_c), s 14.2 0.0 39.8 22.0 31.5 24.4 20.7 50.0 10.1 15.5 46.8 19.3 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 285 0 466 300 1029 630 281 1108 712 244 1037 618 V/C Ratio(X) 0.78 0.00 0.98 1.10 0.75 0.52 0.99 1.15 0.24 0.90 1.34 0.38 Avail Cap(c_a), veh/h 400 0 466 300 1029 630 281 1108 712 313 1037 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 0.00 1.00 0.69 0.69 0.69 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 36.6 0.0 54.0 46.1 46.6 31.5 48.8 50.0 22.9 50.6 67.3 39.8 Incr Delay (d2), s/veh 6.5 0.0 35.7 72.4 2.2 0.5 51.3 80.0 0.8 18.0 158.5 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 21.5 17.3 13.1 8.6 14.5 32.6 3.6 10.1 43.8 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.1 0.0 89.7 118.5 48.9 32.0 100.1 130.0 23.7 68.7 225.8 41.1 LnGrp LOS D A F F D C F F C E F D Approach Vol, veh/h 678 1431 1728 1849 Approach Delay, s/veh 74.4 61.1 114.7 183.4 Approach LOS E E F F Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.8 56.2 25.0 48.0 24.0 53.0 19.7 53.3 Change Period (Y+Rc), s 3.0 * 6.2 3.0 6.9 3.0 * 6.2 3.0 6.9 Max Green Setting (Gmax), s 24.0 * 44 22.0 41.1 21.0 * 47 27.0 36.1 Max Q Clear Time (g_c+I1), s 17.5 52.0 24.0 41.8 22.7 48.8 16.2 33.5 Green Ext Time (p_c), s 0.3 0.0 0.0 0.0 0.0 0.0 0.4 1.5 Intersection Summary HCM 6th Ctrl Delay 118.8 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 9: N 19th Ave & Tschache Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 187 205 124 226 155 1375 54 92 1253 82 v/c Ratio 0.89 0.45 0.54 0.49 0.59 0.72 0.06 0.43 0.67 0.10 Control Delay 91.8 34.4 56.1 38.0 29.9 11.7 0.8 19.9 32.1 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.8 34.4 56.1 38.0 29.9 11.7 0.8 19.9 32.1 14.1 Queue Length 50th (ft) 170 113 100 135 45 145 1 42 423 22 Queue Length 95th (ft) #328 199 179 229 m46 m128 m0 m39 m387 m19 Internal Link Dist (ft) 707 979 1214 1424 Turn Bay Length (ft) 85 80 200 200 280 175 Base Capacity (vph) 222 485 243 483 319 1908 881 303 1888 803 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.42 0.51 0.47 0.49 0.72 0.06 0.30 0.66 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 9: N 19th Ave & Tschache Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 172 66 122 114 77 131 143 1265 50 85 1153 75 Future Volume (veh/h) 172 66 122 114 77 131 143 1265 50 85 1153 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1750 1736 1736 1750 1736 1750 1736 1750 1750 1750 1641 Adj Flow Rate, veh/h 187 72 133 124 84 142 155 1375 54 92 1253 82 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 1 1 0 1 0 1 0 0 0 8 Cap, veh/h 212 147 271 233 156 263 378 1979 890 265 1942 812 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.07 0.80 0.80 0.07 1.00 1.00 Sat Flow, veh/h 1146 550 1017 1186 584 988 1667 3299 1483 1667 3325 1391 Grp Volume(v), veh/h 187 0 205 124 0 226 155 1375 54 92 1253 82 Grp Sat Flow(s),veh/h/ln 1146 0 1567 1186 0 1572 1667 1650 1483 1667 1663 1391 Q Serve(g_s), s 21.5 0.0 16.6 14.8 0.0 18.5 5.5 28.4 1.2 3.4 0.0 0.0 Cycle Q Clear(g_c), s 40.0 0.0 16.6 31.3 0.0 18.5 5.5 28.4 1.2 3.4 0.0 0.0 Prop In Lane 1.00 0.65 1.00 0.63 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 212 0 418 233 0 419 378 1979 890 265 1942 812 V/C Ratio(X) 0.88 0.00 0.49 0.53 0.00 0.54 0.41 0.69 0.06 0.35 0.65 0.10 Avail Cap(c_a), veh/h 212 0 418 233 0 419 480 1979 890 393 1942 812 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 0.28 0.28 0.28 Uniform Delay (d), s/veh 65.5 0.0 46.4 59.6 0.0 47.1 10.3 8.9 6.2 13.9 0.0 0.0 Incr Delay (d2), s/veh 31.8 0.0 0.9 2.3 0.0 1.4 0.1 0.2 0.0 0.2 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 0.0 6.7 4.6 0.0 7.5 1.9 6.2 0.4 1.2 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 97.3 0.0 47.3 61.9 0.0 48.5 10.3 9.1 6.2 14.1 0.5 0.1 LnGrp LOS F A D E A D B A A B A A Approach Vol, veh/h 392 350 1584 1427 Approach Delay, s/veh 71.2 53.2 9.1 1.3 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.4 95.6 46.0 10.8 93.2 46.0 Change Period (Y+Rc), s 3.0 * 5.6 6.0 3.0 * 5.6 6.0 Max Green Setting (Gmax), s 17.0 * 78 40.0 17.0 * 78 40.0 Max Q Clear Time (g_c+I1), s 5.4 30.4 42.0 7.5 2.0 33.3 Green Ext Time (p_c), s 0.1 14.2 0.0 0.2 13.0 1.0 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC 12: N 7th Ave & Baxter Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 8 Intersection Int Delay, s/veh 9.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 326 0 0 182 310 1219 39 98 1067 227 Future Vol, veh/h 0 0 326 0 0 182 310 1219 39 98 1067 227 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - 0 - - 0 115 - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 1 0 1 0 0 1 3 Mvmt Flow 0 0 354 0 0 198 337 1325 42 107 1160 247 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All - - 704 - - 684 1407 0 0 1367 0 0 Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Critical Hdwy - - 6.9 - - 6.92 4.1 - - 4.1 - - Critical Hdwy Stg 1 - - - - - - - - - - - - Critical Hdwy Stg 2 - - - - - - - - - - - - Follow-up Hdwy - - 3.3 - - 3.31 2.2 - - 2.2 - - Pot Cap-1 Maneuver 0 0 384 0 0 393 491 - - 509 - - Stage 1 0 0 - 0 0 - - - - - - - Stage 2 0 0 - 0 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - 384 - - 393 491 - - 509 - - Mov Cap-2 Maneuver - - - - - - - - - - - - Stage 1 - - - - - - - - - - - - Stage 2 - - - - - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 61.8 23.1 5.3 1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 491 - - 384 393 509 - - HCM Lane V/C Ratio 0.686 - - 0.923 0.503 0.209 - - HCM Control Delay (s) 26.9 - - 61.8 23.1 13.9 - - HCM Lane LOS D - - F C B - - HCM 95th %tile Q(veh) 5.2 - - 9.8 2.7 0.8 - - Queues 13: N 19th Ave & Baxter Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 9 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 199 341 135 361 228 130 1573 163 1502 v/c Ratio 1.06 0.93 0.66 0.98 0.41 0.70 1.01 0.74 0.94 Control Delay 123.0 86.0 57.0 104.6 35.4 62.2 45.7 54.4 47.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 123.0 86.0 57.0 104.6 35.4 62.2 45.7 54.4 47.6 Queue Length 50th (ft) ~155 311 104 364 146 86 ~859 105 703 Queue Length 95th (ft) #326 #511 m146 m#518 m190 m143 #1057 181 #960 Internal Link Dist (ft) 871 2100 1424 907 Turn Bay Length (ft) 250 150 180 320 280 Base Capacity (vph) 187 366 211 367 647 315 1556 317 1599 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.93 0.64 0.98 0.35 0.41 1.01 0.51 0.94 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. HCM 6th Signalized Intersection Summary 13: N 19th Ave & Baxter Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 183 173 141 124 332 210 120 1334 113 150 1145 236 Future Volume (veh/h) 183 173 141 124 332 210 120 1334 113 150 1145 236 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1736 1750 1736 1736 1723 1736 1750 1736 1736 1709 Adj Flow Rate, veh/h 199 188 153 135 361 228 130 1450 123 163 1245 257 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 1 0 1 1 2 1 0 1 1 3 Cap, veh/h 184 190 155 177 368 402 178 1602 135 320 1442 295 Arrive On Green 0.08 0.22 0.22 0.08 0.21 0.21 0.11 1.00 1.00 0.06 0.53 0.53 Sat Flow, veh/h 1641 879 715 1667 1736 1471 1641 3079 260 1654 2728 557 Grp Volume(v), veh/h 199 0 341 135 361 228 130 773 800 163 748 754 Grp Sat Flow(s),veh/h/ln 1641 0 1594 1667 1736 1471 1641 1650 1690 1654 1650 1636 Q Serve(g_s), s 12.0 0.0 32.0 9.4 31.0 20.0 5.7 0.0 0.0 6.8 58.6 60.5 Cycle Q Clear(g_c), s 12.0 0.0 32.0 9.4 31.0 20.0 5.7 0.0 0.0 6.8 58.6 60.5 Prop In Lane 1.00 0.45 1.00 1.00 1.00 0.15 1.00 0.34 Lane Grp Cap(c), veh/h 184 0 344 177 368 402 178 858 879 320 872 865 V/C Ratio(X) 1.08 0.00 0.99 0.76 0.98 0.57 0.73 0.90 0.91 0.51 0.86 0.87 Avail Cap(c_a), veh/h 184 0 344 184 368 402 365 858 879 495 872 865 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 0.0 58.6 44.7 58.8 46.9 30.1 0.0 0.0 14.5 30.5 30.9 Incr Delay (d2), s/veh 90.7 0.0 45.7 16.3 41.6 1.9 3.4 9.3 9.9 1.3 10.7 11.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 17.3 4.7 17.8 7.5 2.4 2.2 2.4 2.6 24.9 25.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 138.7 0.0 104.4 61.0 100.4 48.7 33.4 9.3 9.9 15.7 41.2 42.8 LnGrp LOS F A F E F D C A A B D D Approach Vol, veh/h 540 724 1703 1665 Approach Delay, s/veh 117.0 76.8 11.4 39.4 Approach LOS F E B D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.2 84.8 14.4 38.6 10.9 86.1 15.0 38.0 Change Period (Y+Rc), s 3.0 6.8 3.0 * 6.2 3.0 6.8 3.0 * 6.2 Max Green Setting (Gmax), s 25.0 62.2 12.0 * 32 25.0 62.2 12.0 * 32 Max Q Clear Time (g_c+I1), s 8.8 2.0 11.4 34.0 7.7 62.5 14.0 33.0 Green Ext Time (p_c), s 0.4 16.9 0.0 0.0 0.3 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 44.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queues 16: W Oak St & N 15th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 11 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 22 825 62 1175 198 105 22 82 v/c Ratio 0.14 0.49 0.22 0.68 0.61 0.23 0.07 0.18 Control Delay 11.4 10.1 11.3 13.1 27.0 6.9 16.1 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 10.1 11.3 13.1 27.0 6.9 16.1 10.0 Queue Length 50th (ft) 3 75 10 131 52 4 5 8 Queue Length 95th (ft) 18 162 39 268 124 34 20 38 Internal Link Dist (ft) 1355 1295 590 736 Turn Bay Length (ft) 90 100 100 100 Base Capacity (vph) 195 2069 347 2131 552 733 540 729 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.40 0.18 0.55 0.36 0.14 0.04 0.11 Intersection Summary HCM 6th Signalized Intersection Summary 16: W Oak St & N 15th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 659 100 57 1069 12 182 15 82 20 25 51 Future Volume (veh/h) 20 659 100 57 1069 12 182 15 82 20 25 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1750 1723 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Adj Flow Rate, veh/h 22 716 109 62 1162 13 198 16 89 22 27 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 0 0 0 0 0 0 0 0 0 0 Cap, veh/h 276 1473 224 388 1742 19 417 56 312 393 125 254 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 485 2848 433 674 3368 38 1337 231 1287 1309 514 1047 Grp Volume(v), veh/h 22 411 414 62 574 601 198 0 105 22 0 82 Grp Sat Flow(s),veh/h/ln 485 1637 1645 674 1663 1743 1337 0 1518 1309 0 1561 Q Serve(g_s), s 1.7 7.8 7.8 3.2 12.3 12.3 6.7 0.0 2.7 0.7 0.0 2.0 Cycle Q Clear(g_c), s 14.0 7.8 7.8 11.0 12.3 12.3 8.7 0.0 2.7 3.4 0.0 2.0 Prop In Lane 1.00 0.26 1.00 0.02 1.00 0.85 1.00 0.67 Lane Grp Cap(c), veh/h 276 847 851 388 860 902 417 0 369 393 0 379 V/C Ratio(X) 0.08 0.49 0.49 0.16 0.67 0.67 0.47 0.00 0.28 0.06 0.00 0.22 Avail Cap(c_a), veh/h 371 1165 1171 520 1183 1241 757 0 754 726 0 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.8 7.5 7.5 11.1 8.6 8.6 18.1 0.0 14.9 16.3 0.0 14.6 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.2 0.9 0.9 0.8 0.0 0.4 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.7 1.7 0.4 2.8 2.9 2.0 0.0 0.9 0.2 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.9 8.0 8.0 11.3 9.5 9.5 19.0 0.0 15.3 16.3 0.0 14.9 LnGrp LOS B A A B A A B A B B A B Approach Vol, veh/h 847 1237 303 104 Approach Delay, s/veh 8.1 9.6 17.7 15.2 Approach LOS A A B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.6 17.7 30.6 17.7 Change Period (Y+Rc), s 5.6 6.0 5.6 6.0 Max Green Setting (Gmax), s 34.4 24.0 34.4 24.0 Max Q Clear Time (g_c+I1), s 16.0 5.4 14.3 10.7 Green Ext Time (p_c), s 4.8 0.4 7.7 1.0 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th TWSC 22: W Oak St & N 11th Ave 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 13 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 807 4 5 1016 46 1 0 1 53 0 34 Future Vol, veh/h 28 807 4 5 1016 46 1 0 1 53 0 34 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - 80 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 4 1 0 0 1 2 0 0 0 2 0 6 Mvmt Flow 30 877 4 5 1104 50 1 0 1 58 0 37 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1154 0 0 881 0 0 1501 2103 441 1638 2080 577 Stage 1 - - - - - - 939 939 - 1139 1139 - Stage 2 - - - - - - 562 1164 - 499 941 - Critical Hdwy 4.18 - - 4.1 - - 7.5 6.5 6.9 7.54 6.5 7.02 Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.24 - - 2.2 - - 3.5 4 3.3 3.52 4 3.36 Pot Cap-1 Maneuver 590 - - 776 - - 86 52 570 66 54 450 Stage 1 - - - - - - 288 345 - 214 278 - Stage 2 - - - - - - 484 271 - 522 345 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 590 - - 776 - - 72 46 570 60 48 450 Mov Cap-2 Maneuver - - - - - - 72 46 - 60 48 - Stage 1 - - - - - - 259 311 - 193 273 - Stage 2 - - - - - - 436 266 - 469 311 - Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 33.6 137.7 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 SBLn2 Capacity (veh/h) 128 590 - - 776 - - 60 450 HCM Lane V/C Ratio 0.017 0.052 - - 0.007 - - 0.96 0.082 HCM Control Delay (s) 33.6 11.4 0.5 - 9.7 0.1 - 217.3 13.7 HCM Lane LOS D B A - A A - F B HCM 95th %tile Q(veh) 0.1 0.2 - - 0 - - 4.5 0.3 HCM 6th TWSC 23: N 11th Ave & Baxter Ln 10/30/2023 2038 PM Peak Lumber Yard Apts 1:19 pm 10/27/2023 Future (2038) Synchro 11 Report Page 14 Intersection Int Delay, s/veh 1.8 Movement EBT EBR WBL WBT NEL NER Lane Configurations Traffic Vol, veh/h 323 50 3 424 77 7 Future Vol, veh/h 323 50 3 424 77 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 260 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 2 33 1 0 0 Mvmt Flow 351 54 3 461 84 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 405 0 845 378 Stage 1 - - - - 378 - Stage 2 - - - - 467 - Critical Hdwy - - 4.43 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.497 - 3.5 3.3 Pot Cap-1 Maneuver - - 1005 - 336 673 Stage 1 - - - - 697 - Stage 2 - - - - 635 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1005 - 335 673 Mov Cap-2 Maneuver - - - - 335 - Stage 1 - - - - 697 - Stage 2 - - - - 633 - Approach EB WB NE HCM Control Delay, s 0 0.1 18.9 HCM LOS C Minor Lane/Major Mvmt NELn1 EBT EBR WBL WBT Capacity (veh/h) 350 - - 1005 - HCM Lane V/C Ratio 0.261 - - 0.003 - HCM Control Delay (s) 18.9 - - 8.6 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 1 - - 0 - TRAFFIC SIGNAL WARRANT WORKSHEETS Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 0 2 10 25 35 2 1:00 0 1 9 12 21 1 2:00 0 0 5 6 11 0 3:00 1 3 7 2 9 3 4:00 1 3 24 12 36 3 5:00 1 2 73 51 124 2 6:00 1 8 214 121 335 8 7:00 8 19 426 307 733 19 8:00 1 55 670 485 1155 55 9:00 6 43 476 475 951 43 10:00 4 31 516 507 1023 31 11:00 0 44 568 620 1188 44 12:00 0 50 616 678 1294 50 13:00 2 59 594 651 1245 59 14:00 2 43 571 614 1185 43 15:00 1 37 590 692 1282 37 16:00 2 52 602 737 1339 52 17:00 6 48 576 794 1370 48 18:00 3 18 465 511 976 18 19:00 2 27 295 353 648 27 20:00 2 17 208 235 443 17 21:00 4 2 120 174 294 4 22:00 0 1 46 86 132 1 23:00 1 8 21 56 77 8 TOTAL 48 573 7702 8204 15906 575 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Major Street Total >600 and Higher Minor Street Total > 200 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 100 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 160 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 80 for 8 hours? Higher Volume Minor Approach Major Street Total (Both Approaches) Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 0 3 11 27 38 3 1:00 0 1 10 13 23 1 2:00 0 0 5 6 11 0 3:00 1 4 8 2 10 4 4:00 1 4 26 13 39 4 5:00 1 3 78 55 133 3 6:00 1 10 230 130 360 10 7:00 8 24 457 331 788 24 8:00 1 69 719 522 1241 69 9:00 6 54 511 512 1023 54 10:00 4 39 554 546 1100 39 11:00 0 55 609 668 1277 55 12:00 0 63 661 730 1391 63 13:00 2 74 637 701 1338 74 14:00 2 54 613 661 1274 54 15:00 1 47 633 745 1378 47 16:00 2 65 646 794 1440 65 17:00 6 60 618 855 1473 60 18:00 3 23 499 550 1049 23 19:00 2 34 316 380 696 34 20:00 2 21 223 253 476 21 21:00 4 3 129 187 316 4 22:00 0 1 49 93 142 1 23:00 1 10 23 60 83 10 TOTAL 48 721 8265 8834 17099 722 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 0 Warrant 1 Satisfied?No Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total > 720 and Higher Minor Street Total > 80 for 8 hours? Higher Volume Minor Approach Major Street Total >600 and Higher Minor Street Total > 200 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 100 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 160 for 8 hours? Major Street Total (Both Approaches) Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) Hour Begin NB SB EB WB 0:00 0 3 14 34 48 3 1:00 0 2 12 17 29 2 2:00 0 0 7 8 15 0 3:00 1 5 10 3 13 5 4:00 1 5 33 17 50 5 5:00 1 3 100 70 170 3 6:00 1 13 292 166 458 13 7:00 11 31 582 422 1004 31 8:00 1 90 915 667 1582 90 9:00 8 70 650 653 1303 70 10:00 5 50 705 697 1402 50 11:00 0 72 776 853 1629 72 12:00 0 81 841 932 1773 81 13:00 3 96 811 895 1706 96 14:00 3 70 780 844 1624 70 15:00 1 60 806 952 1758 60 16:00 3 85 822 1013 1835 85 17:00 8 78 787 1092 1879 78 18:00 4 29 635 703 1338 29 19:00 3 44 403 485 888 44 20:00 3 28 284 323 607 28 21:00 5 3 164 239 403 5 22:00 0 2 63 118 181 2 23:00 1 13 29 77 106 13 TOTAL 63 933 10521 11280 21801 935 Condition A - Minimum Vehicular Volume (100% Columns): Hrs No 0 Condition B - Interruption of Continuous Traffic (100% Columns): No 0 Combination of Conditions A & B (80% Columns): No 0 No 4 Warrant 1 Satisfied?No Major Street Total >600 and Higher Minor Street Total > 200 for 8 hours? Major Street Total > 900 and Higher Minor Street Total > 100 for 8 hours? Major Street Total > 480 and Higher Minor Street Total > 160 for 8 hours? Major Street Total > 720 and Higher Minor Street Total > 80 for 8 hours? Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 1: Eight-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Existing (2023) Hour Begin NB SB EB WB 0:00 0 2 10 25 35 2 1:00 0 1 9 12 21 1 2:00 0 0 5 6 11 0 3:00 1 3 7 2 9 3 4:00 1 3 24 12 36 3 5:00 1 2 73 51 124 2 6:00 1 8 214 121 335 8 7:00 8 19 426 307 733 19 8:00 1 55 670 485 1155 55 9:00 6 43 476 475 951 43 10:00 4 31 516 507 1023 31 11:00 0 44 568 620 1188 44 12:00 0 50 616 678 1294 50 13:00 2 59 594 651 1245 59 14:00 2 43 571 614 1185 43 15:00 1 37 590 692 1282 37 16:00 2 52 602 737 1339 52 17:00 6 48 576 794 1370 48 18:00 3 18 465 511 976 18 19:00 2 27 295 353 648 27 20:00 2 17 208 235 443 17 21:00 4 2 120 174 294 4 22:00 0 1 46 86 132 1 23:00 1 8 21 56 77 8 TOTAL 48 573 7702 8204 15906 575 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Phase 1 (2026) Hour Begin NB SB EB WB 0:00 0 3 11 27 38 3 1:00 0 1 10 13 23 1 2:00 0 0 5 6 11 0 3:00 1 4 8 2 10 4 4:00 1 4 26 13 39 4 5:00 1 3 78 55 133 3 6:00 1 10 230 130 360 10 7:00 8 24 457 331 788 24 8:00 1 69 719 522 1241 69 9:00 6 54 511 512 1023 54 10:00 4 39 554 546 1100 39 11:00 0 55 609 668 1277 55 12:00 0 63 661 730 1391 63 13:00 2 74 637 701 1338 74 14:00 2 54 613 661 1274 54 15:00 1 47 633 745 1378 47 16:00 2 65 646 794 1440 65 17:00 6 60 618 855 1473 60 18:00 3 23 499 550 1049 23 19:00 2 34 316 380 696 34 20:00 2 21 223 253 476 21 21:00 4 3 129 187 316 4 22:00 0 1 49 93 142 1 23:00 1 10 23 60 83 10 TOTAL 48 721 8265 8834 17099 722 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) Hour Begin NB SB EB WB 0:00 0 3 14 34 48 3 1:00 0 2 12 17 29 2 2:00 0 0 7 8 15 0 3:00 1 5 10 3 13 5 4:00 1 5 33 17 50 5 5:00 1 3 100 70 170 3 6:00 1 13 292 166 458 13 7:00 11 31 582 422 1004 31 8:00 1 90 915 667 1582 90 9:00 8 70 650 653 1303 70 10:00 5 50 705 697 1402 50 11:00 0 72 776 853 1629 72 12:00 0 81 841 932 1773 81 13:00 3 96 811 895 1706 96 14:00 3 70 780 844 1624 70 15:00 1 60 806 952 1758 60 16:00 3 85 822 1013 1835 85 17:00 8 78 787 1092 1879 78 18:00 4 29 635 703 1338 29 19:00 3 44 403 485 888 44 20:00 3 28 284 323 607 28 21:00 5 3 164 239 403 5 22:00 0 2 63 118 181 2 23:00 1 13 29 77 106 13 TOTAL 63 933 10521 11280 21801 935 Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs) Warrant 2 Satisfied?No Higher Volume Minor Approach Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Avg. Entering Volume Major Street Total (Both Approaches) Project Description: Warrant 2: Four-Hour Vehicular Volume General Information Agency/Company: Date: Project Number: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Existing (2023) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.44) High minor approach volume > 150 for peak hour?No (57) Total entering volume > 800 for peak hour?Yes (1449) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.24 Total Volume of Major Approaches (vehs) 1131 High Minor Approach Volume (vehs) 48 Total Entering Volume (vehs) 1182 High Minor Approach Volume (vehs) 57 Total Entering Volume (vehs) 1449 PM Peak Hour 4:30 - 5:30 PM High Minor Total Stopped Time Delay (hrs) 0.44 Total Volume of Major Approaches (vehs) 1390 Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Phase 1 (2026) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (0.72) High minor approach volume > 150 for peak hour?No (68) Total entering volume > 800 for peak hour?Yes (1565) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Project Description: Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: High Minor Approach Volume (vehs) 64 Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.36 Total Volume of Major Approaches (vehs) 1215 Total Entering Volume (vehs) 1282 PM Peak Hour 4:30 - 5:30 PM High Minor Total Stopped Time Delay (hrs) 0.72 Total Volume of Major Approaches (vehs) 1495 High Minor Approach Volume (vehs) 68 Total Entering Volume (vehs) 1565 Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) Category A:Peak Period: PM Total stopped time delay for minor approach > 5 veh-hrs?No (3.33) High minor approach volume > 150 for peak hour?No (87) Total entering volume > 800 for peak hour?Yes (1995) Category A warrant satisfied?No Category B: Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No Warrant 3 Satisfied?No Warrant 3: Peak Hour General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): AM Peak Hour 7:45 - 8:45 AM High Minor Total Stopped Time Delay (hrs) 0.86 Total Volume of Major Approaches (vehs) 1549 High Minor Approach Volume (vehs) 84 Total Volume of Major Approaches (vehs) 1637 High Minor Approach Volume (vehs) Total Entering Volume (vehs) Total Entering Volume (vehs) PM Peak Hour High Minor Total Stopped Time Delay (hrs) 1995 87 1906 3.33 4:30 - 5:30 PM Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. Hour Begin 0:00 48 0 1:00 29 0 2:00 15 0 3:00 13 0 4:00 50 0 5:00 170 0 6:00 458 0 7:00 1004 0 8:00 1582 0 9:00 1303 0 10:00 1402 0 11:00 1629 0 12:00 1773 0 13:00 1706 0 14:00 1624 0 15:00 1758 1 16:00 1835 0 17:00 1879 0 18:00 1338 0 19:00 888 0 For each of any 4 hours of an average day, do the plotted points representing 20:00 607 0 representing the vehicles per hour on the major street and the corresponding 21:00 403 0 pedestrians per hour crossing the major street fall above the curve in 22:00 181 0 Figure 4C-5?No 23:00 106 0 TOTAL 21,801 1 For 1 hour of an average day, does the plotted point representing vehicles per hour on the major street and the corresponding pedestrians per hour crossing the major street fall above the curve in Figure 4C-7?No Warrant 4 Satisfied?No Pedestrian Volume Crossing Major Street Warrant 4: Pedestrian Volume General Information Agency/Company: Date: Project Number: Project Description: Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Major Street Total Traffic Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Existing (2023) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?N/A Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?N/A Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?N/A Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) This warrant is intended for application where the fact that school children (elementary through high school students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic. Is the number of adequate gaps in the major crossing traffic steam during the primary crossing period less than the number of minutes in that crossing period?N/A Do 20 or more students cross at this location during the highest crossing hour?N/A Warrant 5 Satisfied?N/A Are any adjacent traffic signals located so far away that they do not provide a necessary degree of platooning and/or progressive operation?No Warrant 6 Satisfied?No This warrant is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal Have adequate trials of alternatives failed to reduce the crash frequency?N/A Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month period?N/A Is Condition A criterion met for 80% columns of Warrant 1 met?No Is Condition B criterion met for 80% columns of Warrant 1 met?No Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4? No Warrant 7 Satisfied?N/A Jurisdiction: Warrant 7: Crash Experience Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 5: School Crossing Warrant 6: Coordinated Signal System This warrant is intended for application where installation of a traffic signal would help to provide proper platooning of vehicles and therefore provide progressive movement in a coordinated signal system. General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Existing (2023) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Phase 1 (2026) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A Jurisdiction: General Information Agency/Company: Date: Project Number: Project Description: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network Warrant 9: Intersection Near a Grade Crossing Sanderson Stewart 10/30/2023 23482 Lumber Yard Apts City of Bozeman/MDT 35 mph W Oak St (2 lanes) N 11th Ave (2 lanes) Analysis Year/Case: Future (2038) This warrant is intended for application where installation of a traffic signal could be justified in order to encourage concentration and organization of traffic flow on a roadway network Do two or more of the intersecting routes at this location have at least one of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B. It includes rural or suburban highways outside, entering, or traversing a City; or C. It appears as a major route on an official plan. Yes Does this intersection have an existing or immediately projected total entering volume of a least 1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that meets one or more of Warrants 1, 2, and 3 during an average weekday?No Does this intersection have an existing or immediately projected total entering volume of at least 1000 vph for each of any 5 hours of a Saturday or Sunday?N/A Warrant 8 Satisfied?No This warrant is intended for application where none of the conditions described in the other eight traffic signal warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the center of the track nearest to the intersection is within 140 feet of the stop or yield line? No During the highest traffic volume hour during which the rail traffic uses the crossing, does the plotted point representing vehicles per hour on the major street and the corresponding vehicles per hour on the minor-street approach that crosses the track fall above the applicable curve in Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance?N/A Warrant 9 Satisfied?N/A General Information Agency/Company: Date: Project Number: Project Description: Warrant 9: Intersection Near a Grade Crossing Jurisdiction: Major Street Speed Limit: Major Street (Approach Lanes): Minor Street (Approach Lanes): Warrant 8: Roadway Network