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Home My WebLink AboutRS_Traffic_Impact_Analysis_220602_v1 Southport West PRE21-000405 Renton, WA Traffic Impact Analysis June 2, 2022 Prepared for: SECO Development, Inc 1133 Lake Washington Blvd N, Suite 90 Renton, WA 98056 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-6747 Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page i Table of Contents FINDINGS/CONCLUSIONS......................................................................................................1 INTRODUCTION......................................................................................................................3 Project Description................................................................................................................3 Project Approach .................................................................................................................3 Primary Data and Information Sources ......................................................................................4 EXISTING CONDITIONS...........................................................................................................7 Study Area..........................................................................................................................7 Roadway Network ...............................................................................................................7 Transit Service .....................................................................................................................8 Non-Motorized Transportation Facilities ....................................................................................9 Collision History...................................................................................................................9 Traffic Volumes...................................................................................................................10 Intersection Levels of Service.................................................................................................13 FUTURE CONDITIONS............................................................................................................15 Planned Transportation Improvements .....................................................................................15 Project Trip Generation........................................................................................................16 Project Trip Distribution ........................................................................................................17 Future Traffic Volumes..........................................................................................................17 Future Level of Service .........................................................................................................25 MITIGATION.........................................................................................................................27 Appendices Appendix A – Detailed Collision History Appendix B – Peak Hour Turning Movement Counts Appendix C – Level of Service (LOS) Calculations Appendix D – Trip Generation Calculations Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page ii List of Figures and Tables Figure 1 Project Site Vicinity & Study Intersections...........................................................................5 Figure 2 Preliminary Site Plan .....................................................................................................6 Figure 3 2022 Existing AM Peak Hour Traffic Volumes..................................................................11 Figure 4 2022 Existing PM Peak Hour Traffic Volumes ..................................................................12 Figure 5 Peak Hour Project Trip Distribution .................................................................................18 Figure 6 AM Peak Hour Project Trip Assignment...........................................................................19 Figure 7 PM Peak Hour Project Trip Assignment ...........................................................................20 Figure 8 2031 No Action AM Peak Hour Traffic Volumes..............................................................21 Figure 9 2031 No Action PM Peak Hour Traffic Volumes ..............................................................22 Figure 10 2031 With Project AM Peak Hour Traffic Volumes.........................................................23 Figure 11 2031 With Project PM Peak Hour Traffic Volumes..........................................................24 Table 1 Existing Roadway Network Summary – Project Site Vicinity ..................................................8 Table 2 Collision Data Summary, January 1, 2018, to December 31, 2020.....................................9 Table 3 LOS Criteria for Signalized and Stop-Controlled Intersections1 ............................................13 Table 4 Existing 2022 Weekday Peak Hour LOS Summary ..........................................................14 Table 5 Trip Generation Summary............................................................................................16 Table 6 Project Trip Distribution................................................................................................17 Table 7 Future 2031 Weekday AM Peak Hour LOS Summary ......................................................25 Table 8 Future 2031 Weekday PM Peak Hour LOS Summary.......................................................26 Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 1 FINDINGS/CONCLUSIONS This Traffic Impact Analysis (TIA) has been prepared for the proposed Southport West project located on the north side of Southport Drive N adjacent to the existing Southport development in Renton, WA. Project Proposal. The proposed Southport West project will be completed in multiple phases and include up to 1,405,000 square feet (SF) of office space and 40,600 SF of retail space. The existing site has minimal traffic generation. To be conservative, no credit was taken for the existing uses to be removed. Vehicular access to/from the proposed development would be provided by the existing Lake Washington Blvd/Southport Access and future Southport Drive/Park Avenue Extension signalized intersections. Project Phasing. The proposed Southport West project is anticipated to be completed in three (3) phases with full project buildout expected by 2031. Phase 1 (Towers 1 and 2) is anticipated to be occupied by 2027, Phase 2 (Towers 3 and 4) is anticipated to be occupied by 2029, and Phase 3 (Towers 5 and 6) is anticipated to be occupied by 2031. Trip Generation. At full buildout, the Southport West project is estimated to generate 10,222 new weekday daily trips, with 1,455 new trips occurring during the weekday AM peak hour, and 1,348 new trips occurring during the weekday PM peak hour. It is important to note that there could be additional opportunities for internal trip capture between the existing Southport and proposed Southport West project as well as the existing Coulon Park and abundance of other residential and retail uses in the adjacent Landing project located within a short walking distance. However, in order to provide a more conservative evaluation of potential traffic impacts of Southport West, the internal trip capture with The Landing and Coulon Park was not specifically been included but should be acknowledged in the context of estimating future traffic generation and potential traffic impact fees and mitigation. Future Year LOS. LOS analyses were conducted for future year 2031 with full buildout of the proposed project during weekday AM and PM peak hour conditions at 21 off-site study intersections. All signalized study intersections and the individual movements at the stop-controlled study intersections are expected to operate at acceptable levels during the weekday AM and PM peak hours in 2031 without or with the Southport West project with the following exception: The Garden Ave N/N Southport Dr intersection is anticipated to operate at LOS F during the weekday PM peak hour in 2031. WSDOT and Sound Transit have future plans for new direct access ramps to/from I-405 at N 8th Street, which would be completed as part of the I-405 Implementation Plan to achieve a successful Bus Rapid Transit (BRT) network and improve transit service utilization. This project would provide significant relief to the congested N Southport Drive by providing an additional access to and from I-405 in the vicinity. With the new access interchange, it is anticipated that a portion of the existing and future background traffic that currently utilizes N Southport Drive (and other roadways in the area such as Lake Washington Blvd N, Houser Way N, Logan Ave N, and N 10th Street) would modify their route to utilize the new direct access ramps to/from I-405 at N 8th Street. With this expected shift of traffic, it is anticipated that the Garden Ave N/N Southport Dr intersection would experience improved operations and meet City LOS standards (as a result of the traffic shift) by 2031. Consistent with City LOS standards documented in the Transportation Element of the Comprehensive Plan (Policy T-49), the project will provide transportation management plan elements to encourage use of other modes such as transit and other non-single occupant vehicle modes. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 2 Mitigation. Off-Site Improvements. Based on the results of the traffic analysis, the existing transportation facilities in the study area are anticipated to accommodate the additional traffic generated by full buildout of the proposed Southport West project, with the following two (2) exceptions: o Garden Ave N/N Southport Dr intersection (#3) will operate at LOS F in the PM peak hour. It is important to note that the traffic analysis and resulting peak hour LOS at these intersections does not include the new direct access ramps interchange with I-405 at N 8th Street which will be completed by 2031. When the new interchange is completed, it is anticipated that this intersection would experience improved operations and meet City LOS standards (due to traffic shift) by 2031. Consistent with City LOS standards documented in the Transportation Element of the Comprehensive Plan (Policy T-49), the project will provide transportation management plan elements to encourage use of other modes such as transit and other non- single occupant vehicle modes. Therefore, no project-specific off-site transportation improvements are proposed to mitigate LOS impacts. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The City’s currently adopted 2021-2022 impact fee rate is $14.58 per SF for office uses and $26.58 per SF for retail uses. Final transportation impact fees will be paid based on the current impact fee rate at the time of building permit issuance less any applicable transportation impact fee credit. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 3 INTRODUCTION This Traffic Impact Analysis (TIA) has been prepared for the proposed Southport West located on the north side of Southport Drive N adjacent to the existing Southport development in Renton, WA as shown in the Figure 1 Vicinity Map. Project Description The proposed Southport West project will be completed in multiple phases and include up to 1,405,000 square feet (SF) of office space and 40,600 SF of retail space. The existing site has minimal traffic generation. To be conservative, no credit was taken for the existing uses to be removed. Vehicular access to/from the proposed development would be provided by the existing Lake Washington Blvd/Southport Access and future Southport Drive/Park Avenue Extension signalized intersections. A preliminary site plan is provided in Figure 2. The proposed Southport West project is anticipated to be completed in three (3) phases with full project buildout expected by 2031. Phase 1 (Towers 1 and 2) is anticipated to be occupied by 2027, Phase 2 (Towers 3 and 4) is anticipated to be occupied by 2029, and Phase 3 (Tower 5) is anticipated to be occupied by 2031. Project Approach The specific scope of work used in the evaluation of the traffic impacts of the proposed Southport West were confirmed through scoping discussions with the City of Renton. To analyze the traffic impacts from the project, the following tasks were undertaken: Assessed existing conditions through field reconnaissance and reviewed existing planning documents. Described and assessed existing transportation conditions in the area. Documented the latest 3-year collision history at the study intersections. Documented existing (2022) traffic volumes and intersection levels of service (LOS) at 21 off- site study intersections during the weekday AM and PM peak hours. Documented future planned transportation improvements in the project vicinity. Developed trip generation estimates for weekday daily, AM, and PM peak hour conditions based on the proposed land use. Documented trip distribution and assignment of weekday daily, AM, and PM peak hour project-generated traffic. Documented traffic forecasts and assumptions for year 2031 conditions at the 21 off-site study intersection without and with the proposed development. Analyzed weekday AM and PM peak hour LOS for future year 2031 conditions without and with the proposed development at the 21 off-site study intersections. Documented proposed traffic mitigation. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 4 Primary Data and Information Sources 2022 AM and PM peak hour traffic counts collected by All Traffic Data. City of Renton Comprehensive Plan Transportation Element, Adopted June 22, 2015 (Amended Dec. 10, 2018) City of Renton 2022 - 2027 Six-Year Transportation Improvement Program. ITE Trip Generation Manual, 11th Edition, 2021. Highway Capacity Manual (HCM 6th Edition), 2016. Washington State Department of Transportation (WSDOT) Collision Data, 2018-2020. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 5 Figure 1 Project Site Vicinity & Study Intersections Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 6 Figure 2 Preliminary Site Plan Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 7 EXISTING CONDITIONS Study Area The existing transportation study area and roadway network providing access to the Southport West site is shown on Figure 1. The off-site study intersections evaluated in this transportation analysis were identified and agreed upon by the City of Renton as part of the traffic scoping process. The 21 off- site study intersections are as follows (see also Figure 1): 1. I-405 Northbound (NB) Ramps / N Southport Dr / NE Sunset Blvd 2. I-405 Southbound (SB) Ramps / N Southport Dr 3. Garden Ave N / N Southport Dr 4. Park Ave N / N Southport Dr 5. Park Ave N / N 10th Street 6. Garden Ave N / N 10th Street 7. Logan Ave N / N 8th Street 8. Park Ave N / N 8th Street 9. Garden Ave N (south) / N 8th Street 10.Garden Ave N (north) / N 8th Street 11.Houser Way N / N 8th Street 12.Logan Ave N / N 6th Street 13.Park Ave N / N 6th Street 14.Garden Ave N / N 6th Street 15.Park Ave N / N 4th Street 16.Park Ave N / N 3rd Street 17.Burnett Ave N / N 30th Street 18.I-405 SB Ramps / N 30th Street 19.I-405 NB Ramps / N 30th Street 20.Coulon Beach Park Drive / Southport Drive 21.Lake Washington Blvd N / Houser Way N / Coulon Beach Park Drive Roadway Network The primary anticipated travel routes to and from the Southport West site in the City of Renton include N Southport Drive and Lake Washington Blvd N. Table 1 describes the existing characteristics of these roadways in terms of orientation, arterial classification, posted speed limits, number of lanes, presence of street parking, pedestrian facilities, and bicycle facilities. The relationship of these roadways to the project site is shown on Figure 1. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 8 Table 1 Existing Roadway Network Summary – Project Site Vicinity Roadway Orientation Classification Speed Limit (mph) Number Travel Lanes Street Parking Sidewalks Bicycle Facilities N Southport Dr East/ West Principal Arterial 35 mph 4 None Both Sides Both Sides Lake WA Blvd N North/ South Collector 25 mph 2 None Intermittent Both Sides Both Sides Garden Ave N North/ South Minor Arterial 25 mph 2 Intermittent West Side Both Sides None Park Ave N North/ South Major Arterial 30 mph 4 Intermittent Both Sides Both Sides None Logan Ave N North/ South Major Arterial 35 mph 3 None Both Sides Intermittent Both Sides N 8th St East/ West Minor Arterial 25 mph 4 None Both Sides None Burnett Ave N North/ South Collector 25 mph 2 None None None N 30th St East/ West Minor Arterial 25 mph 2 Intermittent Both Sides Intermittent Both Sides None Transit Service Public transportation in the immediate project vicinity is served by King County Metro and Sound Transit. The closest transit stops are located on N Southport Drive west of Garden Ave N. These stops provide access to King County Metro Transit routes 167, 240, 342, and F Line and Sound Transit routes 560 and 566. Route 167 provides service between Renton, Renton Boeing, Kennydale, Newport Hills P&R, Evergreen Point, and University District. Weekday service currently runs from 6:00 AM to 9:00 AM and 3:30 PM to 6:30 PM with approximately 30 minute headways. Route 240 provides service between Bellevue, Eastgate, Newport Hills, Newcastle, Renton Boeing, and Renton. Weekday service currently runs from 5:00 AM to 12:15 AM with approximately 20- 30 minute headways. Route 342 provides service between Shoreline P&R, Aurora Village, Ballinger Terrace, Lake Forest Park, Kenmore, Bothell, Bellevue, and Renton. Weekday service currently runs from 5:15 AM to 7:45 AM and 3:00 PM to 7:00 PM with approximately 30-60 minute headways. RapidRide F Line provides service between the Burien Transit Center, SeaTac, Tukwila International Blvd Station, Tukwila Sounder Station, Renton Transit Center, and The Landing. Weekday service currently runs from 4:45 AM to 12:45 AM with approximately 10-30 minute headways. Route 560 provides express service between Westwood Village in West Seattle and Bellevue via SeaTac. Weekday service currently runs from 4:45 AM to 12:15 AM with approximately 30-60 minute headways. Route 566 provides express service between Auburn and Overlake. Weekday service currently runs from 4:45 AM to 11:00 AM and 1:45 PM to 8:00 PM with approximately 20-30 minute headways. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 9 Non-Motorized Transportation Facilities Non-motorized transportation facilities in the immediate project vicinity include sidewalks on the north side of Coulon Beach Park Dr, west side of Lake Washington Blvd N, and both sides of N Southport Dr. Crosswalks and pedestrian push buttons are also provided at all signalized intersections in the project vicinity. Bike lanes exist on N Southport Dr and Lake Washington Blvd N. Collision History Historic collisions at the study intersection were analyzed for the three-year period from 2018 to 2020. Collision data was provided by WSDOT. Summaries of the total, yearly average collisions, and collisions per million entering vehicles (MEV) during this period are provided in Table 2. Table 2 Collision Data Summary, January 1, 2018, to December 31, 2020 Location 2018201920203-Year Total Collisions Avg. Annual Collisions Est. AWDT1 Collisions per MEV2 Intersection 1. I-405 N Ramp / NE Sunset Blvd 6 8 8 22 7.33 26,580 0.76 2. I-405 S Ramp / N Southport Dr 3 7 2 12 4.00 25,550 0.43 3. Garden Ave N / N Southport Dr 4 4 1 9 3.00 26,400 0.31 4. Park Ave N / N Southport Drive 0 1 0 1 0.33 16,640 0.05 5. Park Ave N / N 10th St 0 0 2 2 0.67 8,900 0.21 6. Garden Ave N / N 10th St 0 0 0 0 0.00 8,280 0.00 7. Logan Ave N / N 8th St 0 2 0 2 0.67 15,810 0.12 8. Park Ave N / N 8th St 3 2 3 8 2.67 9,710 0.75 9. N 8th St / Garden Ave N (west)1 0 1 2 0.67 4,370 0.42 10. N 8th St / Garden Ave N (east)0 0 0 0 0.00 7,760 0.00 11. Houser Way N / N 8th St 2 0 0 2 0.67 5,720 0.32 12. Logan Ave N / N 6th St 1 1 1 3 1.00 16,950 0.16 13. Park Ave N / N 6th St 0 0 0 0 0.00 6,730 0.00 14. Garden Ave N / N 6th St 0 0 0 0 0.00 710 0.00 15. Park Ave N / N 4th St 8 6 6 20 6.67 9,120 2.00 16. Park Ave N / N 3rd St 5 5 5 15 5.00 13,630 1.01 17. Burnett Ave N / N 30th St 0 0 0 0 0.00 1,810 0.00 18. I-405 SB Ramp / N 30th St 0 1 2 3 1.00 6,380 0.43 19. I-405 NB Ramp / N 30th St 1 2 0 3 1.00 7,060 0.39 20. Coulon Beach Park Dr / Southport Dr 0 0 0 0 0.00 2,910 0.00 21. Lake Washington Blvd N / Houser Way N / Coulon Beach Park Dr 0 1 0 1 0.33 8,240 0.11 Source: WSDOT Collision Records. 1 AWDT = Average Weekday Daily Traffic. Estimated daily volumes are based on 2022 PM volumes and a K-factor of 10. 2 MEV = Million Entering Vehicles for Intersections. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 10 Intersection collision rates over 1.0 collision per MEV generally warrant further review to determine if any patterns exist. Based on the collision data, none of the study intersections have a rate that exceeds 1.0 collision per ME with exception to the following: Park Ave N / N 4th Street: collisions were primarily reported as “T-angle” crashes, commonly resulting from vehicles entering at an angle from the east. Park Ave N / N 3rd Street: collisions were primarily reported as “T-angle” crashes, commonly resulting from vehicles entering at an angle from the north or west. Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the 21 off-site study intersections were based on counts collected in March 2022. The AM peak hour represents the highest one-hour time period between 7:00 and 9:00 AM. The PM peak hour represents the highest one-hour time period between 4:00 and 6:00 PM. Figures 3 and 4 illustrate the existing 2022 weekday AM and PM peak hour traffic volumes at the study intersections. Appendix B includes the existing AM and PM peak hour traffic count sheets. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 11 Figure 3 2022 Existing AM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 12 Figure 4 2022 Existing PM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 13 Intersection Levels of Service Existing weekday AM and PM peak hour level of service (LOS) analyses were conducted at the 21 off-site study intersections. LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced- flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major-street movement (and for the overall intersection at all-way stop controlled intersections). Table 3 outlines the current HCM 6th Edition LOS criteria for signalized and stop-controlled intersections based on these methodologies. Table 3 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS UNSIGNALIZED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) 1.0 > 1.0 Control Delay (sec/veh) 1.0 > 1.0  10 A F  10 A F > 10 to  20 B F > 10 to  15 B F > 20 to  35 C F > 15 to  25 C F > 35 to  55 D F > 25 to  35 D F > 55 to  80 E F > 35 to  50 E F > 80 F F > 50 F F 1 Source: Highway Capacity Manual (6th Edition), Transportation Research Board, 2016. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. Level of service calculations at the 21 off-site study intersections were calculated using Synchro 10 traffic analysis software. Existing signal timing used in the analysis was provided by the City of Renton and WSDOT. Based on the City of Renton and WSDOT’s LOS standards, the LOS standard is LOS D at all study intersections with exception to State Route (SR) 900, Logan Ave N, and intersections located within the Renton Urban Center, where The Transportation Element of the City’s Comprehensive Plan specifies a minimum standard of LOS E Mitigated. The 2022 existing weekday AM and PM peak hour LOS analysis results at the 21 off-site study intersections are summarized in Table 4. The 2022 existing detailed LOS worksheets are included in Appendix C. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 14 Table 4 Existing 2022 Weekday Peak Hour LOS Summary AM Peak Hour PM Peak Hour Study Intersection LOS Delay (sec)LOS Delay (sec) Signalized Intersections: 1. I-405 N Ramp / NE Sunset Blvd B 19.3 C 20.7 2. I-405 S Ramp / N Southport Dr B 19.9 C 32.4 3. Garden Ave N / N Southport Dr C 21.2 C 29.4 4. Park Ave N / N Southport Drive B 14.1 B 15.1 5. Park Ave N / N 10th St B 12.2 B 16.7 6. Garden Ave N / N 10th St B 11.3 B 13.6 7. Logan Ave N / N 8th St B 14.3 B 16.5 8. Park Ave N / N 8th St C 21.8 B 14.6 9. N 8th St / Garden Ave N (west)A 3.8 A 3.8 10. N 8th St / Garden Ave N (east)A 5.0 A 5.9 11. Houser Way N / N 8th St B 10.2 A 9.5 12. Logan Ave N / N 6th St B 12.9 B 12.5 13. Park Ave N / N 6th St B 15.5 B 11.4 14. Garden Ave N / N 6th St A 8.4 A 7.6 15. Park Ave N / N 4th St B 13.5 B 17.3 16. Park Ave N / N 3rd St B 19.1 C 28.8 20. Coulon Beach Park Dr / Southport Dr A 3.1 A 5.4 21. Lake WA Blvd N / Houser Way N / Coulon Beach Park Dr B 17.3 B 19.4 All-Way Stop-Controlled Intersections: 17. Burnett Ave N & N 30th St A 7.2 A 7.4 18. I-405 SB Ramps & N 30th St A 8.7 B 10.3 19. I-405 NB Ramps & N 30th St B 10.1 B 10.8 As shown in Table 4, all study intersections currently operate at LOS C or better during the weekday AM and PM peak hours. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 15 FUTURE CONDITIONS Planned Transportation Improvements This section documents the known planned transportation improvements in the study area. There are six planned transportation improvement projects identified in the City of Renton’s adopted 2022- 2027 Transportation Improvement Program (TIP) in the project vicinity. TIP #21-21: Park Ave N Extension (Logan Ave N to Southport) – Fully Funded This project will extend Park Ave N to the north of Logan Ave N to provide access to Southport, the PSE property and the Boeing Company. Improvements include the construction of a railroad crossing, signal improvements, utility improvements, and illumination. This project is ranked priority #15 in the City’s TIP and the total project cost is expected to be approximately $10,707,492. This project will be constructed as part of the proposed Southport West project. TIP #21-35: Houser Way N Shared Use Path (N 8th St to Lake Washington Blvd) – Funding Undetermined This project will develop a shared use path along the east side of Houser Way N from Lake Washington Blvd N to the existing shared use path on N 8th Street. The project is ranked priority #58 in the City’s TIP. TIP #21-38: Logan Ave N Improvements (N 6th St to Park Ave N) – Funding Undetermined This project is the 2nd phase of improvements to Logan Ave N and will add a new northbound lane, curb/gutter/sidewalk on the east side, and a pedestrian/bicycle trail on the west side along with illumination, crosswalks, and channelization. The project is ranked priority #53 in the City’s TIP and the total project cost is estimated at approximately $15,700,000. TIP #21-41: N 8th Street Direct Access Ramps – Partially Funded This project (led by WSDOT) would be part of the I-405 Implementation Plan to achieve a successful Bus Rapid Transit (BRT) network and improve transit service utilization and would construct new direct access ramps to/from I-405 at N 8th Street. The project is ranked priority #39 in the City’s TIP and the total project cost is estimated at approximately $250,000,000. The current law transportation budget provides funding for preliminary engineering for the project beginning in 2025, for construction beginning in 2027, and for anticipated project opening in 2029. TIP #21-53: South Lake Washington Transit Hub – Funding Undetermined This project would be led by King County Metro and will implement a Rapid Ride Bus Transit Station in the vicinity of Park Ave N and Garden Ave N. The project is ranked priority #60 in the City’s TIP and the total project cost is estimated at approximately $4,350,000. TIP #21-54: Southport Pedestrian Connection – Developer Funded This project would construct a pedestrian path underneath the BNSF trestle that connects into Southport to create a pedestrian connection from Lake Washington Blvd to the Southport boardwalk. The project is ranked priority #59 in the City’s TIP and the total project cost is estimated at approximately $1,000,000. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 16 Project Trip Generation The trip generation estimates for the proposed Southport West project (1,405,000 SF of office space and 40,600 SF of retail space) were based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021) for Land Use Codes (LUC) 710 (General Office Building) and 821 (Shopping Plaza). Adjustments to the total trip generation estimate were made to account for internal trips and pass-by trips, both of which are described next. Internal Trips are made by people making multiple stops within a development without generating new trips onto the adjacent street system. The internal trip adjustments were based on the methodology established in the ITE Trip Generation Handbook, 3rd Edition (2017). Note that internal trips were estimated including the portion of the existing Southport development that has been built to date and the anticipated occupancy of the existing Southport office space (about 750,000 SF). This is appropriate given the potential for “capture” of trips between the residents and office employees at Southport, and the future additional office employees and residents and retail patrons at Southport West. This methodology is consistent with ITE Trip Generation practices given the opportunities for internal trip capture for residents, office employees and retail patrons within both Southport and Southport West. It is important to note that there could be additional opportunities for internal trip capture between the existing Southport and proposed Southport West projects as well as the existing Coulon Park and abundance of other residential and retail uses in the adjacent Landing project located within a short walking distance. However, in order to provide a more conservative evaluation of potential traffic impacts of Southport West, the internal trip capture with The Landing and Coulon Park was not specifically been included but should be acknowledged in the context of estimating future traffic generation and potential traffic impact fees and mitigation. Pass-by Trips are trips that are made by vehicles that are already on the adjacent streets and make intermediate stops at the commercial uses on route to a primary destination (i.e. on the way from work to home). The pass-by trips estimated in the trip generation calculations were based on studies included in the appendices of the ITE Trip Generation Manual, 11th Edition (2021). Net New Trips. The resulting net new weekday AM and PM peak hour trip generation estimates for the proposed project are summarized in Table 5. Detailed trip generation calculations are included in Appendix D. Table 5 Trip Generation Summary Net New Trips Generated Weekday Time Period In Out Total Weekday Daily 5,111 5,111 10,222 Weekday AM Peak Hour 1,351 104 1,455 Weekday PM Peak Hour 181 1,167 1,348 Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 17 Project Trip Distribution The distribution and assignment of the net new weekday AM and PM peak hour trips generated by the proposed Southport West project was estimated based existing and anticipated travel patterns in the vicinity of the site, and confirmed by City of Renton staff as part of the Traffic Scoping for the project. Project trips were assigned separately based on individual building uses (office vs retail) and their respective garage access locations. The following Table 6 summarizes the general trip distribution patterns to the adjacent street system. Table 6 Project Trip Distribution Route (Direction)Trip Distribution Lake Washington Blvd N (north)15% I-405 (north)20% NE Sunset Blvd (east)10% I-405 (south)20% Houser Way N (south)10% Park Ave N (south)10% Logan Ave N (west/south)15% TOTAL 100% The estimated Southport West peak hour project trip distribution is illustrated in Figure 5. The resulting AM and PM peak hour net new project trip assignment is shown in Figures 6 and 7, respectively. Future Traffic Volumes The proposed Southport West project is anticipated to be completed in three (3) phases with full project buildout expected by 2031. Phase 1 (Towers 1 and 2) is anticipated to be occupied by 2027, Phase 2 (Towers 3 and 4) is anticipated to be occupied by 2029, and Phase 3 (Towers 5 and 6) is anticipated to be occupied by 2031. Year 2031 No Action (without project) peak hour traffic volumes were estimated by applying a 1.5 percent annual background growth rate to the existing volumes (confirmed by City Staff as part of Traffic Scoping) in addition to trips from following pipeline projects: Southport Unoccupied Land Use 1. 27,000 GLA (out of the 30,000 GLA of approved Southport retail use) was vacant at the time existing counts were collected. 2. 692,752 GFA (out of the 712,752 GFA of approved Southport office space) was vacant at the time existing counts were collected. Topgolf 800 Garden Ave Mixed Use The resulting future 2031 No Action AM and PM peak hour traffic volumes are shown in Figures 8 and 9. The 2031 With Project traffic volumes were determined by adding the trip assignment from the proposed development (shown in Figures 6 and 7) to the future 2031 No Action traffic volumes. The resulting 2027 With Project AM and PM peak hour traffic volumes at the 21 off-site study intersections are shown in Figures 10 and 11. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 18 Figure 5 Peak Hour Project Trip Distribution Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 19 Figure 6 AM Peak Hour Project Trip Assignment Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 20 Figure 7 PM Peak Hour Project Trip Assignment Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 21 Figure 8 2031 No Action AM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 22 Figure 9 2031 No Action PM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 23 Figure 10 2031 With Project AM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 24 Figure 11 2031 With Project PM Peak Hour Traffic Volumes Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 25 Future Level of Service Future year 2031 Level of Service (LOS) analyses were conducted at the 21 off-site study intersections for weekday AM and PM peak hour No Action (without-project) conditions and With Project conditions that include full buildout of the Southport West project. Existing intersection geometry was assumed at the study intersections with exception to the Park Ave N Extension project assumed at the intersection of Park Ave N/Southport Dr with future development of Southport West. Existing signal timing plans provided by the City of Renton and WSDOT were used in the analysis except at three (3) locations. Given the amount of traffic that will be added to the Garden Ave N/N Southport Dr (#3), Park Ave N/N Southport Dr (#4), and Lake Washington Blvd N/Coulon Beach Park Dr (#21) with full buildout of the Southport West project, the signal timing was optimized for future with project conditions. The 2031 weekday AM and PM peak hour LOS results at the study intersections without and with the proposed project are summarized in Tables 7 and 8. The LOS worksheets are included in Appendix C. Table 7 Future 2031 Weekday AM Peak Hour LOS Summary No Action With Project Study Intersection LOS Delay (sec)LOS Delay (sec) Signalized Intersections: 1. I-405 N Ramp / NE Sunset Blvd C 23.4 C 28.4 2. I-405 S Ramp / N Southport Dr C 20.4 C 20.1 3. Garden Ave N / N Southport Dr E 56.3 E 65.6 4. Park Ave N / N Southport Drive B 16.4 D 49.4 5. Park Ave N / N 10th St B 12.3 B 12.4 6. Garden Ave N / N 10th St B 11.8 B 11.8 7. Logan Ave N / N 8th St B 17.6 C 24.5 8. Park Ave N / N 8th St C 23.6 C 25.5 9. N 8th St / Garden Ave N (west)A 4.0 A 3.8 10. N 8th St / Garden Ave N (east)A 5.0 A 5.4 11. Houser Way N / N 8th St B 10.7 B 10.8 12. Logan Ave N / N 6th St B 13.4 B 19.8 13. Park Ave N / N 6th St B 13.7 B 13.9 14. Garden Ave N / N 6th St A 8.5 A 8.5 15. Park Ave N / N 4th St B 13.8 B 13.6 16. Park Ave N / N 3rd St B 16.7 B 15.7 20. Coulon Beach Park Dr / Southport Dr A 2.9 A 5.0 21. Lake WA Blvd N / Houser Way N / Coulon Beach Park Dr D 45.0 D 55.0 All-Way Stop-Controlled Intersections: 17. Burnett Ave N & N 30th St A 7.5 A 7.9 18. I-405 SB Ramps & N 30th St A 8.8 A 8.8 19. I-405 NB Ramps & N 30th St A 10.7 A 10.7 Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 26 Table 8 Future 2031 Weekday PM Peak Hour LOS Summary No Action With Project Study Intersection LOS Delay (sec)LOS Delay (sec) Signalized Intersections: 1. I-405 N Ramp / NE Sunset Blvd C 31.9 D 35.8 2. I-405 S Ramp / N Southport Dr C 30.7 C 26.9 3. Garden Ave N / N Southport Dr E 55.5 F 84.4 4. Park Ave N / N Southport Drive B 16.9 C 29.2 5. Park Ave N / N 10th St B 17.7 B 18.3 6. Garden Ave N / N 10th St B 14.6 B 14.6 7. Logan Ave N / N 8th St C 20.3 C 24.2 8. Park Ave N / N 8th St B 15.9 B 16.2 9. N 8th St / Garden Ave N (west)A 3.7 A 3.7 10. N 8th St / Garden Ave N (east)A 7 A 7.1 11. Houser Way N / N 8th St B 11.7 B 14.7 12. Logan Ave N / N 6th St B 13.7 B 14.4 13. Park Ave N / N 6th St B 11.3 B 11.2 14. Garden Ave N / N 6th St A 7.4 A 7.4 15. Park Ave N / N 4th St B 17.3 B 17.2 16. Park Ave N / N 3rd St C 29.6 C 29.6 20. Coulon Beach Park Dr / Southport Dr B 10.6 D 54.1 21. Lake WA Blvd N / Houser Way N / Coulon Beach Park Dr E 56.5 E 73.4 All-Way Stop-Controlled Intersections: 17. Burnett Ave N & N 30th St A 7.6 A 7.8 18. I-405 SB Ramps & N 30th St B 10.5 B 10.5 19. I-405 NB Ramps & N 30th St A 10.7 B 10.7 As shown in Tables 7 and 8, all 21 study intersections are expected to operate at acceptable levels during the weekday AM and PM peak hours in 2031 with or without the proposed Southport West project with the following exception: The Garden Ave N/N Southport Dr intersection (#3) is anticipated to operate at LOS F during the weekday PM peak hour in 2031 with full buildout of Southport West. It is important to note that the traffic analysis and resulting peak hour LOS at these intersections does not include the new direct access ramps interchange with I-405 at N 8th Street which will be completed by 2031. While a comprehensive traffic analysis of the new direct access ramps to/from I-405 at N 8th Street was not part of the scope of this TIA, it is anticipated that a portion of the existing and future background traffic that currently utilizes N Southport Drive (and other roadways in the area such as Lake Washington Blvd N, Houser Way, Logan Ave N, and N 10th Street) would modify their route to utilize the new direct access ramps to/from I-405 at N 8th Street. With the expected shift of traffic to the direct access ramps to/from I-405 at N 8th Street, it is anticipated that the Garden Ave N/N Southport Dr intersection would experience improved operations and meet City LOS standards (as a result of the traffic shift) by 2031. Consistent with City LOS standards documented in the Transportation Element of the Comprehensive Plan (Policy T-49), the project will provide transportation management plan elements to encourage use of other modes such as transit and other non-single occupant vehicle modes. Therefore, no project-specific off-site transportation improvements are proposed to mitigate LOS impacts. Traffic Impact AnalysisSouthport West – Renton, WA TENW June 2, 2022 Page 27 MITIGATION The following measures are identified to mitigate transportation impacts of the proposed Southport West project. Off-Site Improvements. Based on the results of the traffic analysis, the existing transportation facilities in the study area are anticipated to accommodate the additional traffic generated by full buildout of the proposed Southport West project, with the following exception: Garden Ave N/N Southport Dr intersection (#3) will operate at LOS F in the PM peak hour. It is important to note that the traffic analysis and resulting peak hour LOS at these intersections does not include the new direct access ramps interchange with I-405 at N 8th Street which will be completed by 2031. When the new interchange is completed, it is anticipated that this intersection would experience improved operations and meet City LOS standards (due to traffic shift). Consistent with City LOS standards documented in the Transportation Element of the Comprehensive Plan (Policy T-49), the project will provide transportation management plan elements to encourage use of other modes such as transit and other non-single occupant vehicle modes. Therefore, no project-specific off-site transportation improvements are proposed to mitigate LOS impacts. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The City’s currently adopted 2021-2022 impact fee rate is $14.58 per SF for office uses and $26.58 per SF for retail uses. Final transportation impact fees will be paid based on the current impact fee rate at the time of building permit issuance less any applicable transportation impact fee credit. Traffic Impact AnalysisSouthport West – Renton, WA Appendix A Detailed Collision History Traffic Impact AnalysisSouthport West – Renton, WA Appendix B Peak Hour Turning Movement Counts Traffic Impact AnalysisSouthport West – Renton, WA Appendix C Level of Service (LOS) Calculations Traffic Impact AnalysisSouthport West – Renton, WA Existing 2022 AM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Existing 2022 PM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 No Action AM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 No Action PM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 With Project AM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 With Project PM Peak Hour Traffic Impact AnalysisSouthport West – Renton, WA Appendix D Trip Generation Calculations Traffic Impact AnalysisSouthport West – Renton, WA Appendix A Detailed Collision History OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of MULTIPLE INTERSECTIONS IN THE CITY OF RENTON 01/01/2018 - available 2021 See 2nd tab below for road information & interchange drawing for reference JURISDICTION CITY PRIMARY TRAFFICWAY MILEPOST BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION City Street Renton GARDEN AVE N 1100 N SOUTHPORT DR ##########Possible Injury 1 0 1 0 1 Vehicle Strikes Pedalcyclist Making Right Turn City Street Renton GARDEN AVE N 3101 N SOUTHPORT DR ##########Suspected Minor Injury 3 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton GARDEN AVE N 3101 N SOUTHPORT DR ##########Suspected Minor Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton GARDEN AVE N 3101 N SOUTHPORT DR ##########No Apparent Injury 0 0 2 0 0 From same direction - one right turn - one straight Making Right Turn Making Right Turn City Street Renton GARDEN AVE N 0 N SOUTHPORT DR ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton GARDEN AVE N 0 N SOUTHPORT DR ##########Possible Injury 1 0 2 0 0 From same direction - one right turn - one straight Going Straight Ahead Making Right Turn City Street Renton GARDEN AVE N 0 N SOUTHPORT DR ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton HOUSER WAY N 0 N 8TH ST ##########No Apparent Injury 0 0 1 0 0 Signal Pole Making Left Turn City Street Renton HOUSER WAY N 0 N 8TH ST ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe Making Left Turn Making Left Turn City Street Renton HOUSER WAY N 700 100 F S N 8TH ST ##########No Apparent Injury 0 0 1 0 0 Fence Going Straight Ahead City Street Renton HOUSER WAY N 800 0.19 M N N 8TH ST ##########Suspected Minor Injury 1 0 3 0 0 One parked--one moving Going Straight Ahead Legally Parked, Unoccupied City Street Renton HOUSER WAY N 800 0.2 M N N 8TH ST ##########Suspected Serious Injury 1 0 1 1 0 Vehicle going straight hits pedestrian Going Straight Ahead City Street Renton LAKE WASHINGTON BLVD N 1200 HOUSER WAY N ##########Suspected Minor Injury 1 0 1 0 1 Vehicle Strikes Pedalcyclist Making Right Turn City Street Renton LAKE WASHINGTON BLVD N 0 HOUSER WAY N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton LAKE WASHINGTON BLVD N 1193 HOUSER WAY N ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe Making Left Turn Making Left Turn City Street Renton LAKE WASHINGTON BLVD N 1193 LAKE WASHINGTON PARK RD ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton LAKE WASHINGTON BLVD N 1000 175 F SW HOUSER WAY N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Merging (Entering Traffic)Merging (Entering Traffic) City Street Renton LAKE WASHINGTON BLVD N 1200 330 F N LAKE WASHINGTON PARK RD ##########Possible Injury 1 0 2 0 0 From same direction - one right turn - one straight Going Straight Ahead Making Right Turn City Street Renton LAKE WASHINGTON PARK RD 1200 LAKE WASHINGTON BLVD N ##########Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton LAKE WASHINGTON PARK RD 1200 96 F NW LAKE WASHINGTON BLVD N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton LOGAN AVE N 0 N 6TH ST ##########No Apparent Injury 0 0 1 0 0 Street Light Pole or Base Going Straight Ahead City Street Renton LOGAN AVE N 479 N 6TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Overtaking and Passing Going Straight Ahead City Street Renton LOGAN AVE N 0 N 6TH ST ##########Suspected Serious Injury 1 0 1 0 0 Utility Pole Going Straight Ahead City Street Renton LOGAN AVE N 0 N 8TH ST ##########Possible Injury 1 0 2 0 0 Not stated Going Straight Ahead Other* City Street Renton LOGAN AVE N 0 N 8TH ST ##########Possible Injury 5 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton LOGAN AVE N 400 331 F S N 6TH ST ##########Suspected Minor Injury 1 0 1 0 1 Vehicle Strikes Pedalcyclist Making Left Turn City Street Renton LOGAN AVE N 400 100 F S N 6TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton LOGAN AVE N 400 166 F S N 6TH ST ##########Possible Injury 1 0 3 0 0 From same direction - all others Changing Lanes Going Straight Ahead City Street Renton LOGAN AVE N 500 300 F N N 6TH ST ##########Suspected Minor Injury 1 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton LOGAN AVE N 400 250 F S N 6TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton LOGAN AVE N 500 75 F N N 6TH ST ##########No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton LOGAN AVE N 400 333 F S N 6TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead City Street Renton LOGAN AVE N 500 322 F N N 6TH ST ##########Suspected Minor Injury 1 0 1 0 0 Utility Pole Going Straight Ahead City Street Renton LOGAN AVE N 500 0.11 M N N 6TH ST ##########No Apparent Injury 0 0 1 0 0 Utility Pole Going Straight Ahead City Street Renton LOGAN AVE N 500 248 F S N 8TH ST ##########Possible Injury 2 0 4 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton LOGAN AVE N 600 100 F N N 8TH ST ##########Possible Injury 1 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton LOGAN AVE N 500 100 F S N 8TH ST ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton LOGAN AVE N 500 60 F N N 8TH ST ##########Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end Starting in Traffic Lane Stopped at Signal or Stop Sign City Street Renton N 10TH ST 0 PARK AVE N ##########Suspected Serious Injury 1 0 1 1 0 Vehicle turning left hits pedestrian Making Left Turn City Street Renton N 10TH ST 1200 118 F E PARK AVE N ##########No Apparent Injury 0 0 2 0 0 One car leaving parked position Merging (Entering Traffic)Going Straight Ahead City Street Renton N 3RD ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 3RD ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 3RD ST 1100 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 3RD ST 0 PARK AVE N ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 3RD ST 1100 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 3RD ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one right turn - one straight Making Right Turn Stopped for Traffic City Street Renton N 3RD ST 9000 215 F W PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########Possible Injury 5 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 1004 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 1004 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 1004 PARK AVE N ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 1004 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 0 PARK AVE N ##########Possible Injury 1 0 2 0 0 Entering at angle Going Wrong Way on One-Way Street or Road Going Straight Ahead City Street Renton N 4TH ST 1004 PARK AVE N ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 4TH ST 1000 44 F E PARK AVE N ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton N 6TH ST 0 LOGAN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton N 6TH ST 500 0.25 M W LOGAN AVE N ##########Suspected Serious Injury 2 0 2 1 0 Vehicle going straight hits pedestrian Going Straight Ahead City Street Renton N 8TH ST 0 GARDEN AVE N ##########Suspected Minor Injury 2 0 2 0 0 Entering at angle Making Left Turn Going Straight Ahead City Street Renton N 8TH ST 0 GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 8TH ST 0 PARK AVE N ##########Possible Injury 1 0 1 1 0 Vehicle turning left hits pedestrian Making Left Turn City Street Renton N 8TH ST 1390 PARK AVE N ##########Possible Injury 4 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 8TH ST 1390 PARK AVE N ##########Possible Injury 3 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 8TH ST 1390 PARK AVE N ##########Suspected Minor Injury 1 0 1 0 0 Signal Pole Making Left Turn City Street Renton N 8TH ST 0 PARK AVE N ##########Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton N 8TH ST 1390 PARK AVE N ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 8TH ST 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N 8TH ST 1500 50 F W GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 One car leaving parked position Changing Lanes Going Straight Ahead City Street Renton N 8TH ST 1100 150 F E LOGAN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - all others Making U-Turn Going Straight Ahead City Street Renton N SOUTHPORT DR 0 GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton N SOUTHPORT DR 1100 GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign City Street Renton N SOUTHPORT DR GARDEN AVE N ##########Suspected Minor Injury 3 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn City Street Renton N SOUTHPORT DR GARDEN AVE N ##########Suspected Minor Injury 1 0 1 1 0 Vehicle going straight hits pedestrian Going Straight Ahead City Street Renton N SOUTHPORT DR 0 GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Under 23 U.S. Code § 148 and 23 U.S. Code § 407, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch - JB 04/12/2022 1 of 3 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of MULTIPLE INTERSECTIONS IN THE CITY OF RENTON 01/01/2018 - available 2021 See 2nd tab below for road information & interchange drawing for reference JURISDICTION CITY PRIMARY TRAFFICWAY MILEPOST BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION Under 23 U.S. Code § 148 and 23 U.S. Code § 407, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. City Street Renton N SOUTHPORT DR 1100 GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing City Street Renton N SOUTHPORT DR 1100 GARDEN AVE N ##########No Apparent Injury 0 0 5 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead City Street Renton N SOUTHPORT DR 0 PARK AVE N ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton N SOUTHPORT DR 1100 149 F SW GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead City Street Renton N SOUTHPORT DR 1300 529 F NE GARDEN AVE N ##########No Apparent Injury 0 0 2 0 0 From opposite direction - all others Going Straight Ahead Going Straight Ahead City Street Renton N SOUTHPORT DR 1100 150 F NE GARDEN AVE N ##########No Apparent Injury 0 0 3 0 0 Entering at angle Going Straight Ahead Stopped for Traffic City Street Renton N SOUTHPORT DR 1100 94 F SW GARDEN AVE N ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton N SOUTHPORT DR 1000 119 F SW GARDEN AVE N ##########Possible Injury 1 0 4 0 0 From same direction - both going straight - one stopped - rear-end Changing Lanes Stopped for Traffic City Street Renton N SOUTHPORT DR 1000 0.11 M SW GARDEN AVE N ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Starting in Traffic Lane Stopped for Traffic City Street Renton N SOUTHPORT DR 1300 782 F NE LAKE WASHINGTON BLVD ##########No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton PARK AVE N 0 N 10TH PL ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Overtaking and Passing Making Left Turn City Street Renton PARK AVE N 0 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########Suspected Minor Injury 1 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 301 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 301 N 3RD ST ##########Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 301 N 3RD ST ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 3RD ST ##########Suspected Minor Injury 2 0 3 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 301 N 3RD ST ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########Suspected Minor Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 369 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 369 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Wrong Way on One-Way Street or Road Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 369 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn City Street Renton PARK AVE N 369 N 4TH ST ##########Suspected Minor Injury 4 0 3 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 369 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 0 N 4TH ST ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead City Street Renton PARK AVE N 833 N 8TH ST ##########No Apparent Injury 0 0 1 0 0 Signal Pole Going Straight Ahead City Street Renton PARK AVE N 0 N 8TH ST ##########No Apparent Injury 0 0 2 0 0 From opposite direction - all others Making U-Turn Making Left Turn City Street Renton PARK AVE N 0 N 8TH ST ##########Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn City Street Renton PARK AVE N 900 152 F S N 10TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Changing Lanes Going Straight Ahead City Street Renton PARK AVE N 200 60 F S N 3RD ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Overtaking and Passing Going Straight Ahead City Street Renton PARK AVE N 300 90 F S N 4TH ST ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic City Street Renton PARK AVE N 400 250 F N N 4TH ST ##########No Apparent Injury 0 0 1 0 0 Fence Going Straight Ahead State Route Renton 405LX00540 0.00 ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405LX00540 0.01 ##########Suspected Minor Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########Suspected Minor Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Changing Lanes State Route Renton 405LX00540 0.01 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405LX00540 0.01 ##########Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 ##########Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.03 ##########Possible Injury 1 0 2 0 0 From same direction - all others Making U-Turn Going Straight Ahead State Route Renton 405LX00540 0.03 ##########No Apparent Injury 0 0 2 0 0 From same direction - all others Making U-Turn Going Straight Ahead State Route Renton 405LX00540 0.03 ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405LX00540 0.04 ##########Possible Injury 1 0 3 0 0 From same direction - both going straight - one stopped - rear-end Slowing Stopped for Traffic State Route Renton 405LX00651 0.00 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405LX00651 0.00 ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00651 0.00 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00651 0.00 ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405P100519 0.18 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Making Right Turn Stopped for Traffic State Route Renton 405P100519 0.18 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic State Route Renton 405P100519 0.18 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- sideswipe Stopped for Traffic Making Right Turn State Route Renton 405P100519 0.19 ##########Possible Injury 2 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Going Straight Ahead Stopped for Traffic State Route Renton 405P100519 0.19 ##########Suspected Minor Injury 1 0 2 0 0 Same direction -- both turning right -- both moving -- rear end Making Right Turn Making Right Turn State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 From same direction - all others Backing Stopped at Signal or Stop Sign State Route Renton 405P100519 0.19 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign State Route Renton 405P100634 0.16 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch - JB 04/12/2022 2 of 3 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of MULTIPLE INTERSECTIONS IN THE CITY OF RENTON 01/01/2018 - available 2021 See 2nd tab below for road information & interchange drawing for reference JURISDICTION CITY PRIMARY TRAFFICWAY MILEPOST BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION Under 23 U.S. Code § 148 and 23 U.S. Code § 407, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. State Route Renton 405P100634 0.16 ##########No Apparent Injury 0 0 2 0 0 From same direction - one right turn - one straight Going Straight Ahead Making Right Turn State Route Renton 405Q100702 0.00 ##########Possible Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn State Route Renton 405Q500589 0.02 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing State Route Renton 405Q500589 0.02 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead State Route Renton 405R100571 0.29 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic State Route Renton 405R100571 0.29 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 405R100672 0.19 ##########No Apparent Injury 0 0 2 0 0 One parked--one moving Going Straight Ahead Legally Parked, Unoccupied State Route Renton 405S100490 0.00 ##########Possible Injury 1 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic State Route Renton 405S100490 0.02 ##########No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic State Route Renton 405S100490 0.02 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Merging (Entering Traffic)Making Left Turn State Route Renton 900 12.51 ##########Possible Injury 2 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic State Route Renton 900 12.53 ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing State Route Renton 900 12.53 ##########No Apparent Injury 0 0 2 0 0 Miscellaneous Object or Debris on Road Going Straight Ahead Going Straight Ahead State Route Renton 900 12.56 ##########No Apparent Injury 0 0 1 0 0 Fence Changing Lanes State Route Renton 900 12.57 ##########Possible Injury 1 0 1 0 0 Tree or Stump (stationary)Negotiating a Curve State Route Renton 900 12.58 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 900 12.58 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead State Route Renton 900 12.58 ##########Possible Injury 3 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic State Route Renton 900 12.58 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 900 12.58 ##########Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 900 12.58 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 900 12.58 ##########Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead State Route Renton 900 12.59 ##########Possible Injury 2 0 3 0 0 From same direction - both going straight - one stopped - rear-end Slowing Stopped for Traffic State Route Renton 900 12.59 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Changing Lanes State Route Renton 900 12.59 ##########No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn State Route Renton 900 12.59 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 900 12.59 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 900 12.59 ##########Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Starting in Traffic Lane State Route Renton 900 12.59 ##########Suspected Minor Injury 1 0 2 0 0 Entering at angle Making Left Turn Going Straight Ahead State Route Renton 900 12.59 ##########Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 900 12.60 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic State Route Renton 900 12.61 ##########No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 900 12.61 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign State Route Renton 900 12.61 ##########Suspected Serious Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn State Route Renton 900 12.64 ##########No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Slowing Slowing State Route Renton 900 12.64 ##########No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch - JB 04/12/2022 3 of 3 Traffic Impact AnalysisSouthport West – Renton, WA Appendix B Peak Hour Turning Movement Counts Peak Hour:07:15 AM - 08:15 AM I-405 SB Ramp I-405 SB RampN Southport Dr N Southport Dr (303) 216-2439www.alltrafficdata.net Location:1 I-405 SB Ramp & N Southport Dr AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk3090780 305 442 170 588 0 391 0 747 666 0616 758 614 N S EW 0 0 40000N Southport Dr N Southport Dr I-405 SB Ramp I-405 SB Ramp1,896 1 000N S EW 0000 1 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1,8740 0 130 0 97 54 0 0 0 0 16 0 40641 0 0 68 7:15 AM 1,8960 0 151 0 109 63 0 0 0 0 18 1 46246 0 0 74 7:30 AM 1,8780 0 172 0 121 80 0 0 0 0 18 1 51042 0 0 76 7:45 AM 1,7990 0 146 0 112 87 0 0 0 0 24 0 49642 0 0 85 8:00 AM 1,7440 0 119 0 100 75 0 0 0 0 18 2 42840 0 0 74 8:15 AM 0 0 163 0 83 76 0 0 0 0 18 0 44429 0 0 75 8:30 AM 0 0 132 0 89 69 0 0 0 0 21 0 43137 0 0 83 8:45 AM 0 0 154 0 84 73 0 0 0 0 21 1 44147 0 0 61 Count Total 0 0 1,167 0 795 577 0 0 0 0 154 5 3,618324 0 0 596 Peak Hour 0 0 588 0 442 305 0 0 0 0 78 4 1,896170 0 0 309 HV% PHF 0.89 0.93 0.00 0.90 5.9% 3.3% 0.0% 4.6% 4.6% 0.93 EB WB NB SB All 16020 18 7 5 40 0 18 0 25 42 012 45 34 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 12 0 5 3 20 7:15 AM 13 0 5 2 20 7:30 AM 10 0 8 4 22 7:45 AM 11 0 6 5 22 8:00 AM 11 0 6 7 24 8:15 AM 13 0 5 4 22 8:30 AM 7 0 7 8 22 8:45 AM 10 0 11 6 27 Count Total 87 0 53 39 179 Peak Hour 45 0 25 18 88 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 1 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Peak Hour:07:15 AM - 08:15 AM I-405 NB Ramp I-405 NB RampNE Sunset Blvd NE Sunset Blvd (303) 216-2439www.alltrafficdata.net Location:2 I-405 NB Ramp & NE Sunset Blvd AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk0000 723 286 368 270 0 0 0 1,009 365 125655 638 752 N S EW 0 0 0290951NE Sunset Blvd NE Sunset Blvd I-405 NB Ramp I-405 NB Ramp1,772 0 000N S EW 0000 0 0 00Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 7:00 AM 1,7250066048133040000358830240 7:15 AM 1,7720073061174050000418910140 7:30 AM 1,76000710841960500004941110270 7:45 AM 1,6530072072193090000455870220 8:00 AM 1,59600540691601100000405790320 8:15 AM 0 0 82 0 50 149 0 9 0 0 0 0 406900260 8:30 AM 1 0 72 0 58 153 0 5 0 0 0 0 387680300 8:45 AM 1 0 103 0 27 152 0 6 0 0 0 0 398800290 Count Total 2 0 593 0 469 1,310 1 53 0 0 0 0 3,32168902040 Peak Hour 0 0 270 0 286 723 1 29 0 0 0 0 1,7723680950 HV%PHF 0.88 0.90 0.73 0.00 6.7% 3.5% 6.4% 0.0% 4.9%0.90 EB WB NB SB All 0000 25 10 30 13 0 0 0 35 19 840 43 27 N S EW 0 0 02060Heavy VehiclesInterval Start Time EB NB TotalWBSB 7:00 AM 11 3 7 0 21 7:15 AM 12 1 9 0 22 7:30 AM 12 2 8 0 22 7:45 AM 11 3 11 0 25 8:00 AM 8 2 7 0 17 8:15 AM 10 2 5 0 17 8:30 AM 8 4 7 0 19 8:45 AM 12 2 12 0 26 Count Total 84 19 66 0 169 Peak Hour 43 8 35 0 86 Bicycles on RoadwayInterval Start Time EB NB TotalWBSB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Peak Hour:07:15 AM - 08:15 AM Garden Ave N Garden Ave NN Southport Dr N Southport Dr (303) 216-2439www.alltrafficdata.net Location:3 Garden Ave N & N Southport Dr AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk820109122 393 99 11 480 291 204 604 614 739 348123 782 482 N S EW 0 0 1371911500N Southport Dr N Southport Dr Garden Ave N Garden Ave N1,948 0 008N S EW 0000 0 0 26Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1,9170 53 91 0 14 82 0 2 32 0 33 5 4012 25 45 17 7:15 AM 1,9480 77 136 0 22 92 0 0 43 0 29 5 4923 28 43 14 7:30 AM 1,9370 74 142 0 20 89 0 2 58 0 27 1 5062 37 37 17 7:45 AM 1,9010 78 108 0 28 122 0 4 60 0 22 2 5182 26 37 29 8:00 AM 1,8880 62 94 0 29 90 0 1 30 0 31 5 4324 31 33 22 8:15 AM 0 67 131 0 34 97 0 4 39 0 18 7 4813 28 39 14 8:30 AM 0 77 101 0 30 90 0 2 41 0 31 7 4703 25 33 30 8:45 AM 0 83 132 0 32 92 0 1 42 0 20 5 5052 20 52 24 Count Total 0 571 935 0 209 754 0 16 345 0 211 37 3,80521 220 319 167 Peak Hour 0 291 480 0 99 393 0 7 191 0 109 13 1,94811 122 150 82 HV% PHF 0.90 0.87 0.86 0.88 7.8% 5.9% 4.9% 1.0% 6.0% 0.94 EB WB NB SB All 0027 22 7 8 41 12 2 28 36 50 1715 61 23 N S EW 0 0 01970Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 9 6 4 0 19 7:15 AM 20 4 6 0 30 7:30 AM 15 4 8 0 27 7:45 AM 13 5 10 1 29 8:00 AM 13 4 12 1 30 8:15 AM 17 3 7 0 27 8:30 AM 16 3 8 1 28 8:45 AM 14 4 15 1 34 Count Total 117 33 70 4 224 Peak Hour 61 17 36 2 116 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 3 0 0 1 4 7:30 AM 0 0 0 1 1 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 1 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 3 0 0 3 6 Peak Hour 3 0 0 3 6 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 3 0 0 0 3 7:30 AM 2 0 0 0 2 7:45 AM 1 0 0 0 1 8:00 AM 2 0 0 0 2 8:15 AM 3 1 0 0 4 8:30 AM 1 0 0 0 1 8:45 AM 2 0 0 0 2 Count Total 14 1 0 0 15 Peak Hour 8 0 0 0 8 Peak Hour:07:30 AM - 08:30 AM Park Ave N Park Ave NN Southport Drive N Southport Drive (303) 216-2439www.alltrafficdata.net Location:4 Park Ave N & N Southport Drive AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk901110 402 82 6 524 8 21 19 494 788 26589 538 422 N S EW 0 0 11112530N Southport Drive N Southport Drive Park Ave N Park Ave N1,318 1 004N S EW 0000 1 0 13Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1,2750 2 109 0 20 80 0 3 0 0 1 1 2650 3 46 0 7:15 AM 1,3050 2 135 0 14 81 0 6 2 0 2 0 3031 0 60 0 7:30 AM 1,3180 1 163 0 16 96 0 3 0 0 1 1 3701 3 84 1 7:45 AM 1,2590 5 105 0 29 119 0 4 0 0 4 0 3372 1 64 4 8:00 AM 1,2860 2 117 0 14 95 0 2 0 0 3 0 2951 4 54 3 8:15 AM 0 0 139 0 23 92 0 2 1 0 3 0 3162 2 51 1 8:30 AM 0 2 123 0 30 87 0 6 2 0 1 2 3113 2 53 0 8:45 AM 0 2 148 0 28 92 0 5 3 0 3 1 3646 2 71 3 Count Total 0 16 1,039 0 174 742 0 31 8 0 18 5 2,56116 17 483 12 Peak Hour 0 8 524 0 82 402 0 11 1 0 11 1 1,3186 10 253 9 HV% PHF 0.82 0.83 0.76 0.66 7.6% 6.3% 7.5% 38.1% 7.6% 0.89 EB WB NB SB All 5032 22 7 0 40 1 8 4 31 57 207 41 32 N S EW 0 0 051140Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 9 4 4 1 18 7:15 AM 8 7 3 0 18 7:30 AM 14 3 5 1 23 7:45 AM 9 4 11 3 27 8:00 AM 10 5 8 3 26 8:15 AM 8 8 7 1 24 8:30 AM 12 6 3 1 22 8:45 AM 10 8 10 2 30 Count Total 80 45 51 12 188 Peak Hour 41 20 31 8 100 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 3 0 1 0 4 7:30 AM 0 0 1 0 1 7:45 AM 0 0 0 0 0 8:00 AM 0 0 2 0 2 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 3 0 4 0 7 Peak Hour 0 0 3 0 3 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 1 0 0 1 2 7:15 AM 2 0 0 3 5 7:30 AM 0 0 0 0 0 7:45 AM 2 0 0 0 2 8:00 AM 2 0 0 0 2 8:15 AM 0 0 0 1 1 8:30 AM 2 0 0 0 2 8:45 AM 0 0 0 1 1 Count Total 9 0 0 6 15 Peak Hour 4 0 0 1 5 Peak Hour:08:00 AM - 09:00 AM Park Ave N Park Ave NN 10th St N 10th St (303) 216-2439www.alltrafficdata.net Location:5 Park Ave N & N 10th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk180722 12 15 10 15 18 103 278 49 47 305104 43 71 N S EW 0 0 7841238251N 10th St N 10th St Park Ave N Park Ave N500 6 01216N S EW 0066 3 3 610Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4350 2 2 0 2 1 0 9 42 0 2 10 823 2 4 3 7:15 AM 4650 4 3 0 2 3 0 7 64 0 1 11 1101 5 7 2 7:30 AM 4540 4 4 0 3 1 0 10 81 0 0 17 1272 3 2 0 7:45 AM 4580 1 2 0 2 3 0 12 62 0 0 19 1164 3 3 5 8:00 AM 5000 7 4 0 1 3 0 7 59 0 3 16 1122 4 6 0 8:15 AM 0 1 3 0 1 2 0 8 52 0 1 15 992 5 6 3 8:30 AM 0 3 5 0 8 4 1 7 55 0 2 26 1314 4 5 7 8:45 AM 0 7 3 0 5 3 0 19 72 0 1 21 1582 9 8 8 Count Total 0 29 26 0 24 20 1 79 487 0 10 135 93520 35 41 28 Peak Hour 0 18 15 0 15 12 1 41 238 0 7 78 50010 22 25 18 HV% PHF 0.83 0.72 0.77 0.74 0.0% 16.3% 7.9% 12.6% 9.0% 0.79 EB WB NB SB All 2016 0 2 0 0 0 13 27 8 1 2412 0 5 N S EW 0 0 1032100Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 3 1 1 5 7:15 AM 0 6 3 2 11 7:30 AM 0 2 1 1 4 7:45 AM 0 2 1 1 4 8:00 AM 0 6 2 3 11 8:15 AM 0 5 2 2 9 8:30 AM 0 5 1 4 10 8:45 AM 0 8 3 4 15 Count Total 0 37 14 18 69 Peak Hour 0 24 8 13 45 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 3 1 0 2 6 7:15 AM 1 0 0 1 2 7:30 AM 3 0 0 0 3 7:45 AM 2 3 0 2 7 8:00 AM 2 2 0 0 4 8:15 AM 3 1 0 2 6 8:30 AM 10 7 0 3 20 8:45 AM 1 2 0 1 4 Count Total 25 16 0 11 52 Peak Hour 16 12 0 6 34 Peak Hour:08:00 AM - 09:00 AM Garden Avenue N Garden Avenue NN 10th St N 10th St (303) 216-2439www.alltrafficdata.net Location:6 Garden Avenue N & N 10th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk3954610 4 18 7 8 40 187 246 32 99 245122 55 52 N S EW 0 0 979191450N 10th St N 10th St Garden Avenue N Garden Avenue N519 0 244N S EW 2040 0 0 40Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4500 5 3 0 4 0 0 1 44 5 5 19 1061 3 12 4 7:15 AM 4560 6 2 0 2 1 0 2 58 1 4 24 1200 2 7 11 7:30 AM 4580 3 0 0 1 1 0 0 57 3 6 20 1071 1 6 8 7:45 AM 4890 5 0 0 1 1 0 1 62 1 12 19 1171 0 5 9 8:00 AM 5190 7 4 0 5 2 0 2 33 3 4 28 1122 3 11 8 8:15 AM 0 6 1 0 4 0 0 0 56 1 13 23 1220 3 9 6 8:30 AM 0 12 1 0 5 0 0 4 50 1 14 24 1382 1 11 13 8:45 AM 0 15 2 0 4 2 0 3 52 0 15 22 1473 3 14 12 Count Total 0 59 13 0 26 7 0 13 412 15 73 179 96910 16 75 71 Peak Hour 0 40 8 0 18 4 0 9 191 5 46 97 5197 10 45 39 HV% PHF 0.69 0.80 0.89 0.90 0.0% 6.3% 7.3% 8.6% 6.9% 0.88 EB WB NB SB All 8000 1 1 0 0 0 16 13 2 4 189 0 10 N S EW 0 0 811340Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 5 2 1 8 7:15 AM 0 5 0 5 10 7:30 AM 0 3 0 4 7 7:45 AM 0 5 0 2 7 8:00 AM 0 3 0 3 6 8:15 AM 0 4 1 2 7 8:30 AM 0 5 0 5 10 8:45 AM 0 6 1 6 13 Count Total 0 36 4 28 68 Peak Hour 0 18 2 16 36 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 1 0 0 1 2 7:15 AM 0 0 0 1 1 7:30 AM 2 0 0 0 2 7:45 AM 3 0 0 0 3 8:00 AM 0 0 0 0 0 8:15 AM 1 0 0 0 1 8:30 AM 1 2 1 0 4 8:45 AM 2 2 1 0 5 Count Total 10 4 2 2 18 Peak Hour 4 4 2 0 10 Peak Hour:08:00 AM - 09:00 AM Logan Ave N Logan Ave NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:7 Logan Ave N & N 8th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk200420 10 35 12 3 2 410 609 65 55 656433 17 51 N S EW 0 0 38621587480N 8th St N 8th St Logan Ave N Logan Ave N1,148 3 101630N S EW 64511 3 0 624Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1,0810 0 0 0 8 8 0 2 121 0 1 93 2482 2 5 6 7:15 AM 1,1080 3 0 0 13 2 0 3 147 0 0 83 2742 3 11 7 7:30 AM 1,1080 0 1 0 4 8 0 2 166 0 1 94 2961 4 10 5 7:45 AM 1,1120 0 1 0 2 3 0 6 123 0 0 110 2632 2 7 7 8:00 AM 1,1480 0 0 0 9 4 0 4 127 0 0 102 2751 5 14 9 8:15 AM 0 0 1 0 6 2 0 6 150 0 0 90 2744 1 10 4 8:30 AM 0 1 1 0 11 1 0 3 157 0 2 98 3006 7 8 5 8:45 AM 0 1 1 0 9 3 0 8 153 0 2 96 2991 7 16 2 Count Total 0 5 5 0 62 31 0 34 1,144 0 6 766 2,22919 31 81 45 Peak Hour 0 2 3 0 35 10 0 21 587 0 4 386 1,14812 20 48 20 HV% PHF 0.53 0.86 0.93 0.92 17.6% 3.1% 7.2% 4.6% 6.2% 0.96 EB WB NB SB All 0010 0 2 2 1 0 19 38 2 9 4722 3 2 N S EW 0 0 1823870Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 8 3 3 14 7:15 AM 1 10 0 3 14 7:30 AM 0 12 0 4 16 7:45 AM 0 10 1 8 19 8:00 AM 0 13 0 8 21 8:15 AM 2 9 2 3 16 8:30 AM 1 14 0 4 19 8:45 AM 0 11 0 4 15 Count Total 4 87 6 37 134 Peak Hour 3 47 2 19 71 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 3 0 0 3 7:30 AM 0 0 0 2 2 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 1 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 3 0 3 6 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 11 5 3 4 23 7:15 AM 11 7 2 2 22 7:30 AM 10 2 0 0 12 7:45 AM 9 2 0 0 11 8:00 AM 10 5 2 2 19 8:15 AM 6 1 2 0 9 8:30 AM 10 8 1 0 19 8:45 AM 4 2 5 1 12 Count Total 71 32 15 9 127 Peak Hour 30 16 10 3 59 Peak Hour:08:00 AM - 09:00 AM Park Ave N Park Ave NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:8 Park Ave N & N 8th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk260295 33 17 12 84 21 93 337 55 183 39567 119 75 N S EW 0 2 3814311700N 8th St N 8th St Park Ave N Park Ave N662 7 431N S EW 2203 6 1 01Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 6030 5 18 0 0 5 0 2 52 0 6 12 1201 1 10 8 7:15 AM 6400 3 12 0 3 6 0 1 79 0 9 15 1582 1 24 3 7:30 AM 6250 6 20 0 3 6 0 4 95 0 6 11 1751 0 20 3 7:45 AM 6180 1 18 0 5 4 0 1 82 0 6 5 1501 1 25 1 8:00 AM 6620 5 18 0 1 13 0 4 71 0 8 12 1572 0 14 9 8:15 AM 0 5 17 0 5 6 0 0 65 0 14 7 1431 0 18 5 8:30 AM 0 5 28 0 1 6 0 5 73 0 6 9 1686 3 21 5 8:45 AM 2 6 21 0 10 8 0 5 102 0 1 10 1943 2 17 7 Count Total 2 36 152 0 28 54 0 22 619 0 56 81 1,26517 8 149 41 Peak Hour 2 21 84 0 17 33 0 14 311 0 29 38 66212 5 70 26 HV% PHF 0.76 0.69 0.80 0.80 10.1% 12.7% 5.8% 3.2% 6.8% 0.85 EB WB NB SB All 1011 3 3 0 11 1 3 23 7 14 234 12 4 N S EW 0 0 102120Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 1 4 0 4 9 7:15 AM 2 6 1 1 10 7:30 AM 1 2 0 0 3 7:45 AM 1 2 0 3 6 8:00 AM 2 7 0 0 9 8:15 AM 2 5 2 3 12 8:30 AM 4 6 3 0 13 8:45 AM 4 5 2 0 11 Count Total 17 37 8 11 73 Peak Hour 12 23 7 3 45 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 1 1 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 2 0 0 2 4 7:15 AM 1 0 2 2 5 7:30 AM 1 0 1 2 4 7:45 AM 0 0 0 0 0 8:00 AM 1 1 2 3 7 8:15 AM 0 0 1 0 1 8:30 AM 0 1 0 4 5 8:45 AM 0 1 1 0 2 Count Total 5 3 7 13 28 Peak Hour 1 3 4 7 15 Peak Hour:07:15 AM - 08:15 AM Garden Ave N (S) Garden Ave N (S)N 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:9 Garden Ave N (S) & N 8th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk0000 95 22 1 111 0 0 0 117 151 4323 112 98 N S EW 0 0 030400N 8th St N 8th St Garden Ave N (S) Garden Ave N (S)272 0 000N S EW 0000 0 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 2440 0 24 0 7 9 0 0 0 0 0 0 470 0 7 0 7:15 AM 2720 0 30 0 5 31 0 1 0 0 0 0 780 0 11 0 7:30 AM 2450 0 26 0 7 11 0 0 0 0 0 0 510 0 7 0 7:45 AM 2420 0 23 0 7 27 0 0 0 0 0 0 680 0 11 0 8:00 AM 2350 0 32 0 3 26 0 2 0 0 0 0 751 0 11 0 8:15 AM 0 0 22 0 4 17 0 1 0 0 0 0 510 0 7 0 8:30 AM 0 0 27 0 2 12 0 1 0 0 0 0 480 0 6 0 8:45 AM 0 0 16 0 2 33 0 0 0 0 0 0 611 0 9 0 Count Total 0 0 200 0 37 166 0 5 0 0 0 0 4792 0 69 0 Peak Hour 0 0 111 0 22 95 0 3 0 0 0 0 2721 0 40 0 HV% PHF 0.85 0.81 0.83 0.00 6.3% 12.8% 34.9% 0.0% 13.6% 0.87 EB WB NB SB All 0000 11 4 1 6 0 0 0 15 21 155 7 11 N S EW 0 0 000150Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 3 0 3 0 6 7:15 AM 0 1 2 0 3 7:30 AM 0 3 4 0 7 7:45 AM 2 6 3 0 11 8:00 AM 5 5 6 0 16 8:15 AM 3 2 1 0 6 8:30 AM 3 2 1 0 6 8:45 AM 3 2 5 0 10 Count Total 19 21 25 0 65 Peak Hour 7 15 15 0 37 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 2 0 2 8:30 AM 0 0 0 0 0 8:45 AM 1 0 0 0 1 Count Total 1 0 2 0 3 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 1 0 0 0 1 8:30 AM 0 0 0 0 0 8:45 AM 1 0 0 0 1 Count Total 2 0 0 0 2 Peak Hour 0 0 0 0 0 Peak Hour:08:00 AM - 09:00 AM Garden Ave N (N) Garden Ave N (N)N 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:10 Garden Ave N (N) & N 8th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk63059161 54 0 0 47 116 122 277 215 106 00 163 117 N S EW 0 0 00000N 8th St N 8th St Garden Ave N (N) Garden Ave N (N)500 1 210N S EW 1110 0 1 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4600 21 8 0 0 17 0 0 0 0 12 0 1140 43 0 13 7:15 AM 4730 32 7 0 0 18 0 0 0 0 9 0 1240 40 0 18 7:30 AM 4650 26 13 0 0 14 0 0 0 0 13 0 1110 35 0 10 7:45 AM 4760 28 14 0 0 9 0 0 0 0 8 0 1110 43 0 9 8:00 AM 5000 25 16 0 0 19 0 0 0 0 21 0 1270 34 0 12 8:15 AM 0 22 15 0 0 8 0 0 0 0 11 0 1160 40 0 20 8:30 AM 0 35 8 0 0 9 0 0 0 0 12 0 1220 42 0 16 8:45 AM 0 34 8 0 0 18 0 0 0 0 15 0 1350 45 0 15 Count Total 0 223 89 0 0 112 0 0 0 0 101 0 9600 322 0 113 Peak Hour 0 116 47 0 0 54 0 0 0 0 59 0 5000 161 0 63 HV% PHF 0.95 0.85 0.00 0.92 8.6% 5.1% 0.0% 6.6% 6.6% 0.93 EB WB NB SB All 8007 4 0 0 5 9 8 16 11 5 00 14 12 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 4 0 6 1 11 7:15 AM 2 0 5 1 8 7:30 AM 0 0 2 2 4 7:45 AM 3 0 7 1 11 8:00 AM 4 0 2 1 7 8:15 AM 3 0 3 1 7 8:30 AM 4 0 1 1 6 8:45 AM 3 0 5 5 13 Count Total 23 0 31 13 67 Peak Hour 14 0 11 8 33 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 1 0 1 0 2 7:45 AM 0 0 1 0 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 1 0 2 0 3 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 1 1 2 8:15 AM 0 1 0 0 1 8:30 AM 0 0 0 0 0 8:45 AM 0 0 1 0 1 Count Total 0 1 2 1 4 Peak Hour 0 1 2 1 4 Peak Hour:07:30 AM - 08:30 AM Houser Way N Houser Way NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:11 Houser Way N & N 8th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk18000 0 0 96 0 12 89 34 0 0 209167 108 205 N S EW 0 0 711872200N 8th St N 8th St Houser Way N Houser Way N406 0 000N S EW 0000 0 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4030 2 0 0 0 0 0 52 6 0 0 23 11020 0 0 7 7:15 AM 4000 2 0 0 0 0 0 42 2 0 0 16 8916 0 0 11 7:30 AM 4060 1 0 0 0 0 0 46 3 0 0 28 10423 0 0 3 7:45 AM 3930 4 0 0 0 0 0 45 7 0 0 19 10019 0 0 6 8:00 AM 3860 4 0 0 0 0 0 50 4 0 0 9 10735 0 0 5 8:15 AM 0 3 0 0 0 0 0 46 8 0 0 15 9519 0 0 4 8:30 AM 0 2 0 0 0 0 0 45 9 0 0 9 9119 0 0 7 8:45 AM 0 2 0 0 0 0 0 55 4 0 0 10 9317 0 0 5 Count Total 0 20 0 0 0 0 0 381 43 0 0 129 789168 0 0 48 Peak Hour 0 12 0 0 0 0 0 187 22 0 0 71 40696 0 0 18 HV% PHF 0.69 0.00 0.97 0.72 6.5% 0.0% 6.2% 15.7% 8.4% 0.95 EB WB NB SB All 4000 0 0 7 0 0 14 3 0 0 1317 7 14 N S EW 0 0 1010300Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 3 0 7 10 7:15 AM 1 5 0 4 10 7:30 AM 0 1 0 3 4 7:45 AM 3 6 0 5 14 8:00 AM 3 1 0 3 7 8:15 AM 1 5 0 3 9 8:30 AM 1 2 0 5 8 8:45 AM 0 3 0 2 5 Count Total 9 26 0 32 67 Peak Hour 7 13 0 14 34 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 1 1 7:45 AM 0 0 0 1 1 8:00 AM 0 0 0 0 0 8:15 AM 1 0 0 0 1 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 1 0 0 2 3 Peak Hour 1 0 0 2 3 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Peak Hour:08:00 AM - 09:00 AM Logan Ave N Logan Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:12 Logan Ave N & N 6th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk10096 11 25 16 10 11 412 655 42 131 791434 37 62 N S EW 0 0 393416381120N 6th St N 6th St Logan Ave N Logan Ave N1,282 3 205N S EW 1100 3 0 14Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1,2120 2 1 0 5 2 0 18 135 0 2 87 2786 2 11 7 7:15 AM 1,2370 2 0 0 5 3 0 18 166 0 2 88 3122 1 23 2 7:30 AM 1,2300 1 0 0 3 4 0 10 178 0 2 93 3262 2 28 3 7:45 AM 1,2390 2 1 0 2 3 0 8 141 0 2 107 2964 2 22 2 8:00 AM 1,2820 2 4 0 6 2 0 13 136 0 3 102 3037 2 21 5 8:15 AM 0 2 1 0 6 4 0 8 167 0 2 88 3051 1 24 1 8:30 AM 0 4 1 0 8 4 0 11 169 0 2 104 3353 1 28 0 8:45 AM 0 3 4 0 5 1 0 9 166 0 2 99 3395 2 39 4 Count Total 0 18 12 0 40 23 0 95 1,258 0 17 768 2,49430 13 196 24 Peak Hour 0 11 10 0 25 11 0 41 638 0 9 393 1,28216 6 112 10 HV% PHF 0.71 0.81 0.92 0.94 40.5% 28.6% 8.6% 5.1% 9.0% 0.95 EB WB NB SB All 2020 2 10 4 2 9 21 52 12 20 6831 15 13 N S EW 0 0 17943160Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 3 12 4 5 24 7:15 AM 2 12 3 1 18 7:30 AM 1 17 2 4 24 7:45 AM 3 12 3 10 28 8:00 AM 4 18 2 8 32 8:15 AM 2 14 4 4 24 8:30 AM 4 16 3 5 28 8:45 AM 5 20 3 4 32 Count Total 24 121 24 41 210 Peak Hour 15 68 12 21 116 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 4 0 0 4 7:30 AM 0 1 0 1 2 7:45 AM 0 0 1 0 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 5 1 1 7 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 1 2 0 0 3 8:00 AM 2 0 0 1 3 8:15 AM 0 0 1 1 2 8:30 AM 1 0 1 0 2 8:45 AM 2 0 0 1 3 Count Total 6 2 2 3 13 Peak Hour 5 0 2 3 10 Peak Hour:07:45 AM - 08:45 AM Park Ave N Park Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:13 Park Ave N & N 6th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk23152 10 5 15 6 48 105 291 17 20 27398 69 55 N S EW 0 0 762224092N 6th St N 6th St Park Ave N Park Ave N464 8 101N S EW 0100 4 4 10Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4390 6 4 0 0 1 0 10 44 0 1 6 790 0 1 6 7:15 AM 4560 13 7 0 2 0 0 7 62 0 1 16 1191 0 5 5 7:30 AM 4430 13 2 0 1 0 0 5 58 0 1 19 1084 0 2 3 7:45 AM 4640 18 2 0 2 4 2 5 62 0 1 25 1335 0 2 5 8:00 AM 4400 9 0 0 1 2 0 2 57 0 1 16 962 0 3 3 8:15 AM 0 12 4 0 0 2 0 8 48 1 1 18 1063 1 1 7 8:30 AM 0 9 0 0 2 2 0 7 73 0 2 17 1295 1 3 8 8:45 AM 0 12 8 0 2 1 0 5 45 0 1 24 1093 0 4 4 Count Total 0 92 27 0 10 12 2 49 449 1 9 141 87923 2 21 41 Peak Hour 0 48 6 0 5 10 2 22 240 1 5 76 46415 2 9 23 HV% PHF 0.69 0.71 0.82 0.85 17.4% 11.8% 3.7% 10.5% 7.5% 0.87 EB WB NB SB All 5010 2 0 2 1 9 11 19 2 2 107 12 7 N S EW 0 0 501000Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 1 2 0 2 5 7:15 AM 2 1 0 2 5 7:30 AM 2 2 0 2 6 7:45 AM 3 1 1 3 8 8:00 AM 2 5 0 3 10 8:15 AM 4 3 1 2 10 8:30 AM 3 1 0 3 7 8:45 AM 1 2 0 5 8 Count Total 18 17 2 22 59 Peak Hour 12 10 2 11 35 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 1 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 2 0 2 8:30 AM 0 0 0 0 0 8:45 AM 0 1 0 0 1 Count Total 0 1 2 1 4 Peak Hour 0 0 2 1 3 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 2 2 1 5 7:45 AM 0 0 1 2 3 8:00 AM 0 0 0 0 0 8:15 AM 1 0 0 2 3 8:30 AM 0 0 0 4 4 8:45 AM 0 0 0 2 2 Count Total 1 2 3 11 17 Peak Hour 1 0 1 8 10 Peak Hour:08:00 AM - 09:00 AM Garden Ave N Garden Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:14 Garden Ave N & N 6th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk7032 4 1 9 11 17 28 45 7 16 3228 37 15 N S EW 0 0 1842620N 6th St N 6th St Garden Ave N Garden Ave N104 2 200N S EW 2000 1 1 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 640 3 0 0 0 0 0 3 7 0 1 1 180 0 1 2 7:15 AM 660 3 0 0 0 1 0 2 3 0 0 1 161 0 1 4 7:30 AM 720 5 0 0 0 0 0 2 5 0 0 2 151 0 0 0 7:45 AM 790 0 1 0 0 0 0 1 8 0 0 2 150 2 0 1 8:00 AM 1040 4 3 0 0 2 0 1 3 0 1 2 202 2 0 0 8:15 AM 0 4 3 0 0 0 0 0 6 0 0 5 222 0 1 1 8:30 AM 0 4 1 0 1 1 0 1 8 0 0 4 221 0 0 1 8:45 AM 0 5 4 0 0 1 0 2 9 0 2 7 404 0 1 5 Count Total 0 28 12 0 1 5 0 12 49 0 4 24 16811 4 4 14 Peak Hour 0 17 11 0 1 4 0 4 26 0 3 18 1049 2 2 7 HV% PHF 0.71 0.44 0.67 0.50 32.4% 57.1% 15.6% 39.3% 30.8% 0.65 EB WB NB SB All 0032 2 0 4 7 1 11 7 4 11 512 12 2 N S EW 0 0 80410Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 1 3 0 1 5 7:15 AM 0 1 1 1 3 7:30 AM 0 1 0 1 2 7:45 AM 1 0 2 1 4 8:00 AM 4 1 4 3 12 8:15 AM 1 0 0 0 1 8:30 AM 2 1 0 1 4 8:45 AM 5 3 0 7 15 Count Total 14 10 7 15 46 Peak Hour 12 5 4 11 32 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 1 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 1 0 1 7:45 AM 0 0 0 0 0 8:00 AM 0 0 1 0 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 1 1 8:45 AM 0 0 1 1 2 Count Total 0 0 3 2 5 Peak Hour 0 0 2 2 4 Peak Hour:08:00 AM - 09:00 AM Park Ave N Park Ave NN 4th St N 4th St (303) 216-2439www.alltrafficdata.net Location:15 Park Ave N & N 4th St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk250067 297 94 0 0 0 110 380 458 0 340179 0 349 N S EW 0 0 852731300N 4th St N 4th St Park Ave N Park Ave N908 9 12435N S EW 483013 3 6 32Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 8480 0 0 0 6 82 0 8 62 0 0 15 1850 12 0 0 7:15 AM 8460 0 0 0 2 83 0 6 91 0 0 16 2160 15 0 3 7:30 AM 7950 0 0 0 3 84 0 6 97 0 0 19 2110 2 0 0 7:45 AM 8690 0 0 0 11 86 0 8 101 0 0 23 2360 5 0 2 8:00 AM 9080 0 0 0 3 65 0 7 79 0 0 18 1830 5 0 6 8:15 AM 0 0 0 0 5 53 0 5 71 0 0 20 1650 8 0 3 8:30 AM 0 0 0 0 38 102 0 7 82 0 0 23 2850 25 0 8 8:45 AM 0 0 0 0 48 77 0 8 81 0 0 24 2750 29 0 8 Count Total 0 0 0 0 116 632 0 55 664 0 0 158 1,7560 101 0 30 Peak Hour 0 0 0 0 94 297 0 27 313 0 0 85 9080 67 0 25 HV% PHF 0.00 0.69 0.96 0.86 0.0% 3.5% 7.4% 10.9% 5.8% 0.80 EB WB NB SB All 1001 12 3 0 0 0 12 26 16 0 2514 0 13 N S EW 0 0 1102500Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 2 9 2 13 7:15 AM 0 4 3 3 10 7:30 AM 0 2 4 2 8 7:45 AM 0 3 6 1 10 8:00 AM 0 5 1 4 10 8:15 AM 0 4 2 3 9 8:30 AM 0 8 6 2 16 8:45 AM 0 8 7 3 18 Count Total 0 36 38 20 94 Peak Hour 0 25 16 12 53 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 1 1 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 1 0 0 0 1 8:15 AM 0 0 2 0 2 8:30 AM 1 19 5 4 29 8:45 AM 3 24 5 5 37 Count Total 5 43 12 10 70 Peak Hour 5 43 12 9 69 Peak Hour:08:00 AM - 09:00 AM Park Ave N Park Ave NN 3rd St N 3rd St (303) 216-2439www.alltrafficdata.net Location:16 Park Ave N & N 3rd St AM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk00840 0 0 15 434 28 183 345 0 587 386114 477 0 N S EW 0 0 990317690N 3rd St N 3rd St Park Ave N Park Ave N1,046 7 1517N S EW 9601 1 6 16Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 8600 4 84 0 0 0 0 0 65 0 13 8 1862 0 10 0 7:15 AM 8980 4 86 0 0 0 0 0 97 0 6 12 2132 0 6 0 7:30 AM 8990 4 87 0 0 0 0 0 102 0 3 19 2255 0 5 0 7:45 AM 1,0080 2 86 0 0 0 0 0 97 0 15 19 2363 0 14 0 8:00 AM 1,0460 4 101 0 0 0 0 0 82 0 7 14 2243 0 13 0 8:15 AM 0 5 93 0 0 0 0 0 72 0 8 17 2144 0 15 0 8:30 AM 0 13 145 0 0 0 0 0 84 0 25 35 3346 0 26 0 8:45 AM 0 6 95 0 0 0 0 0 79 0 44 33 2742 0 15 0 Count Total 0 42 777 0 0 0 0 0 678 0 121 157 1,90627 0 104 0 Peak Hour 0 28 434 0 0 0 0 0 317 0 84 99 1,04615 0 69 0 HV% PHF 0.73 0.00 0.88 0.59 5.9% 0.0% 6.2% 7.7% 6.3% 0.78 EB WB NB SB All 0080 0 0 2 23 3 14 25 0 33 248 28 0 N S EW 0 0 602220Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 6 3 0 7 16 7:15 AM 7 3 0 3 13 7:30 AM 4 2 0 2 8 7:45 AM 3 3 0 3 9 8:00 AM 2 6 0 4 12 8:15 AM 12 4 0 3 19 8:30 AM 8 10 0 4 22 8:45 AM 6 4 0 3 13 Count Total 48 35 0 29 112 Peak Hour 28 24 0 14 66 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 1 0 0 1 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 1 1 8:45 AM 0 0 0 0 0 Count Total 0 1 0 1 2 Peak Hour 0 1 0 1 2 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 1 0 0 1 2 7:45 AM 1 0 0 0 1 8:00 AM 1 0 0 1 2 8:15 AM 2 0 0 2 4 8:30 AM 4 0 6 4 14 8:45 AM 0 1 9 0 10 Count Total 9 1 15 8 33 Peak Hour 7 1 15 7 30 Peak Hour:07:15 AM - 08:15 AM Burnett Ave N Burnett Ave NN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:1 Burnett Ave N & N 30th St AM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk001712 6 11 0 8 0 20 37 31 80 7814 8 6 N S EW 2 0 3025530N 30th St N 30th StBurnett Ave NBurnett Ave N137 0 000N S EW 0000 0 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1170 0 1 0 0 0 0 0 2 0 3 2 191 2 8 0 7:15 AM 1370 0 1 1 0 1 0 0 4 0 4 0 230 1 11 0 7:30 AM 1360 0 3 1 6 1 0 0 3 0 2 3 330 5 9 0 7:45 AM 1290 0 2 0 3 3 0 0 12 0 6 0 420 4 12 0 8:00 AM 1260 0 2 0 2 1 0 0 6 0 5 0 390 2 21 0 8:15 AM 0 0 2 0 1 0 0 0 5 0 3 1 220 1 9 0 8:30 AM 0 0 3 0 1 2 0 0 5 0 0 1 260 1 13 0 8:45 AM 0 0 1 0 3 4 0 0 14 0 0 3 390 1 13 0 Count Total 0 0 15 2 16 12 0 0 51 0 23 10 2431 17 96 0 Peak Hour 0 0 8 2 11 6 0 0 25 0 17 3 1370 12 53 0 HV% PHF 0.67 0.60 0.72 0.83 0.0% 3.2% 6.4% 0.0% 4.4% 0.82 EB WB NB SB All 0000 0 1 0 0 0 0 1 1 4 51 0 0 N S EW 0 0 00140Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 1 0 0 1 7:30 AM 0 1 1 0 2 7:45 AM 0 1 0 0 1 8:00 AM 0 2 0 0 2 8:15 AM 0 1 0 0 1 8:30 AM 0 1 0 0 1 8:45 AM 0 2 0 0 2 Count Total 0 9 1 0 10 Peak Hour 0 5 1 0 6 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Peak Hour:07:15 AM - 08:15 AM I-405 SB Ramps I-405 SB RampsN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:2 I-405 SB Ramps & N 30th St AM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk420650 77 66 100 135 0 111 0 143 200 0170 235 119 N S EW 0 0 40000N 30th St N 30th StI-405 SB RampsI-405 SB Ramps489 5 020N S EW 0020 1 4 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 4820 0 27 0 14 18 0 0 0 0 11 2 11026 0 0 12 7:15 AM 4890 0 33 0 11 16 0 0 0 0 16 3 12327 0 0 17 7:30 AM 4790 0 31 0 19 22 0 0 0 0 16 0 13333 0 0 12 7:45 AM 4490 0 34 0 18 22 0 0 0 0 14 1 11620 0 0 7 8:00 AM 4510 0 37 0 18 17 0 0 0 0 19 0 11720 0 0 6 8:15 AM 0 0 30 0 14 13 0 0 0 0 17 2 11322 0 0 15 8:30 AM 0 0 25 0 17 17 0 0 0 0 9 0 10324 0 0 11 8:45 AM 0 0 21 0 19 26 0 0 0 0 24 3 11813 0 0 12 Count Total 0 0 238 0 130 151 0 0 0 0 126 11 933185 0 0 92 Peak Hour 0 0 135 0 66 77 0 0 0 0 65 4 489100 0 0 42 HV% PHF 0.92 0.87 0.00 0.77 5.5% 5.6% 0.0% 9.0% 6.3% 0.92 EB WB NB SB All 4040 5 3 3 10 0 10 0 8 14 08 13 9 N S EW 0 0 20000Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 7 0 6 6 19 7:15 AM 4 0 2 4 10 7:30 AM 4 0 4 2 10 7:45 AM 3 0 1 3 7 8:00 AM 2 0 1 1 4 8:15 AM 2 0 2 4 8 8:30 AM 5 0 3 5 13 8:45 AM 0 0 2 3 5 Count Total 27 0 21 28 76 Peak Hour 13 0 8 10 31 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 1 0 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 1 0 1 Peak Hour 0 0 1 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 1 1 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 2 2 8:00 AM 0 2 0 2 4 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 1 1 8:45 AM 0 0 0 0 0 Count Total 0 2 0 6 8 Peak Hour 0 2 0 5 7 Peak Hour:07:15 AM - 08:15 AM I-405 NB Ramps I-405 NB RampsN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:3 I-405 NB Ramps & N 30th St AM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk000410 117 0 0 94 105 0 521 527 104 420 199 143 N S EW 0 0 0266100N 30th St N 30th StI-405 NB RampsI-405 NB Ramps768 5 520N S EW 5011 1 4 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 7150 27 13 0 0 23 0 7 0 0 0 0 1440 73 1 0 7:15 AM 7680 28 21 0 0 22 0 6 2 0 0 0 1800 98 3 0 7:30 AM 7500 25 22 0 0 36 0 6 0 0 0 0 2040 112 3 0 7:45 AM 6960 24 24 0 0 31 0 7 1 0 0 0 1870 100 0 0 8:00 AM 6610 28 27 0 0 28 0 7 3 0 0 0 1970 100 4 0 8:15 AM 0 22 26 0 0 23 0 4 1 0 0 0 1620 79 7 0 8:30 AM 0 23 11 0 0 26 0 10 1 0 0 0 1500 71 8 0 8:45 AM 0 16 29 0 0 32 0 11 1 0 0 0 1520 61 2 0 Count Total 0 193 173 0 0 221 0 58 9 0 0 0 1,3760 694 28 0 Peak Hour 0 105 94 0 0 117 0 26 6 0 0 0 7680 410 10 0 HV% PHF 0.90 0.89 0.75 0.00 7.5% 4.0% 19.0% 0.0% 5.7% 0.94 EB WB NB SB All 00015 6 0 0 4 11 0 32 21 4 80 15 8 N S EW 0 0 02600Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 6 3 3 0 12 7:15 AM 5 2 6 0 13 7:30 AM 2 1 9 0 12 7:45 AM 5 1 4 0 10 8:00 AM 3 4 2 0 9 8:15 AM 2 5 1 0 8 8:30 AM 2 4 2 0 8 8:45 AM 1 2 3 0 6 Count Total 26 22 30 0 78 Peak Hour 15 8 21 0 44 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 1 1 7:45 AM 0 1 1 2 4 8:00 AM 0 1 4 2 7 8:15 AM 0 0 2 0 2 8:30 AM 0 1 1 0 2 8:45 AM 0 0 0 1 1 Count Total 0 3 8 6 17 Peak Hour 0 2 5 5 12 Peak Hour:07:15 AM - 08:15 AM Coulon Park Dr Coulon Park DrLake Washington BlvdLake Washington Blvd (303) 216-2439www.alltrafficdata.net Location:4 Coulon Park Dr & Lake Washington Blvd AM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk201017 71 0 0 74 8 12 25 88 84 00 82 73 N S EW 0 0 00000Lake Washington Blvd Lake Washington BlvdCoulon Park DrCoulon Park Dr182 12 005N S EW 0000 11 1 32Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 1730 0 15 0 0 9 0 0 0 0 2 0 280 2 0 0 7:15 AM 1820 2 22 0 0 10 0 0 0 0 2 0 410 5 0 0 7:30 AM 1810 1 21 0 0 20 0 0 0 0 3 0 530 7 0 1 7:45 AM 1770 3 18 0 0 22 0 0 0 0 3 0 510 4 0 1 8:00 AM 1720 2 13 0 0 19 0 0 0 0 2 0 370 1 0 0 8:15 AM 0 1 16 0 0 13 0 0 0 0 4 0 400 6 0 0 8:30 AM 0 1 18 0 0 17 0 0 0 0 3 0 490 9 0 1 8:45 AM 0 0 11 0 0 18 0 0 0 0 4 0 460 12 0 1 Count Total 0 10 134 0 0 128 0 0 0 0 23 0 3450 46 0 4 Peak Hour 0 8 74 0 0 71 0 0 0 0 10 0 1820 17 0 2 HV% PHF 0.85 0.81 0.00 0.75 1.2% 0.0% 0.0% 0.0% 0.5% 0.86 EB WB NB SB All 0000 0 0 0 1 0 0 0 0 1 00 1 0 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 1 0 1 0 2 7:15 AM 1 0 0 0 1 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 0 0 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 1 0 1 Count Total 2 0 2 0 4 Peak Hour 1 0 0 0 1 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 0 0 0 0 0 7:45 AM 0 0 0 1 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 0 0 8:45 AM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 1 0 0 1 2 7:15 AM 4 0 0 2 6 7:30 AM 0 0 0 0 0 7:45 AM 1 0 0 1 2 8:00 AM 0 0 0 9 9 8:15 AM 2 0 0 2 4 8:30 AM 6 0 0 6 12 8:45 AM 2 0 0 7 9 Count Total 16 0 0 28 44 Peak Hour 5 0 0 12 17 Peak Hour:07:30 AM - 08:30 AM Lake Washington Blvd Lake Washington BlvdHouser Way NHouser Way N (303) 216-2439www.alltrafficdata.net Location:5 Lake Washington Blvd & Houser Way N AM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk40140 0 0 72 1 5 136 511 0 77 652191 78 87 N S EW 0 0 11883506621Houser Way N Houser Way NLake Washington Blvd Lake Washington Blvd866 12 121N S EW 0102 11 1 01Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 7:00 AM 7880 1 1 0 0 0 0 13 91 0 2 22 16615 0 21 0 7:15 AM 8360 2 0 0 0 0 0 15 93 1 6 25 18122 0 16 1 7:30 AM 8660 0 1 0 0 0 0 28 122 0 6 48 24622 0 19 0 7:45 AM 8060 3 0 0 0 0 0 22 118 0 2 16 19519 0 12 3 8:00 AM 8050 1 0 0 0 0 1 16 134 0 4 27 21414 0 17 0 8:15 AM 0 1 0 0 0 0 0 17 132 0 2 27 21117 0 14 1 8:30 AM 0 3 3 0 0 0 0 21 102 0 2 33 18617 0 2 3 8:45 AM 0 1 1 0 0 0 0 29 108 0 1 35 19413 0 4 2 Count Total 0 12 6 0 0 0 1 161 900 1 25 233 1,593139 0 105 10 Peak Hour 0 5 1 0 0 0 1 83 506 0 14 118 86672 0 62 4 HV% PHF 0.85 0.00 0.96 0.63 0.0% 0.0% 4.4% 2.9% 3.8% 0.88 EB WB NB SB All 0000 0 0 0 0 0 4 25 0 4 294 0 0 N S EW 0 0 402540Heavy VehiclesInterval Start Time EB NB TotalWB SB 7:00 AM 1 2 0 0 3 7:15 AM 1 4 0 0 5 7:30 AM 0 5 0 2 7 7:45 AM 0 7 0 1 8 8:00 AM 0 11 0 1 12 8:15 AM 0 6 0 0 6 8:30 AM 0 7 0 0 7 8:45 AM 0 11 0 0 11 Count Total 2 53 0 4 59 Peak Hour 0 29 0 4 33 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 2 2 7:30 AM 0 0 0 0 0 7:45 AM 1 0 0 0 1 8:00 AM 0 0 0 0 0 8:15 AM 0 0 0 0 0 8:30 AM 0 0 0 1 1 8:45 AM 0 1 0 0 1 Count Total 1 1 0 3 5 Peak Hour 1 0 0 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 7:00 AM 0 0 0 0 0 7:15 AM 0 0 0 0 0 7:30 AM 1 0 0 1 2 7:45 AM 0 1 1 0 2 8:00 AM 0 1 0 8 9 8:15 AM 0 0 0 3 3 8:30 AM 1 1 0 7 9 8:45 AM 1 0 0 4 5 Count Total 3 3 1 23 30 Peak Hour 1 2 1 12 16 Peak Hour:05:00 PM - 06:00 PM I-405 SB Ramp I-405 SB RampN Southport Dr N Southport Dr (303) 216-2439www.alltrafficdata.net Location:1 I-405 SB Ramp & N Southport Dr PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk31001280 754 384 219 757 0 441 0 1,138 885 0606 976 1,064 N S EW 0 0 30000N Southport Dr N Southport Dr I-405 SB Ramp I-405 SB Ramp2,555 4 000N S EW 0000 1 3 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 2,4910 0 199 0 102 178 0 0 0 0 19 0 61158 0 0 55 4:15 PM 2,5150 0 194 0 117 160 0 0 0 0 25 1 62759 0 0 71 4:30 PM 2,5450 0 233 0 86 163 0 0 0 0 19 0 64271 0 0 70 4:45 PM 2,5430 0 207 0 98 167 0 0 0 0 22 1 61147 0 0 69 5:00 PM 2,5550 0 206 0 95 186 0 0 0 0 19 0 63558 0 0 71 5:15 PM 0 0 182 0 111 196 0 0 0 0 28 0 65754 0 0 86 5:30 PM 0 0 187 0 95 192 0 0 0 0 42 1 64053 0 0 70 5:45 PM 0 0 182 0 83 180 0 0 0 0 39 2 62354 0 0 83 Count Total 0 0 1,590 0 787 1,422 0 0 0 0 213 5 5,046454 0 0 575 Peak Hour 0 0 757 0 384 754 0 0 0 0 128 3 2,555219 0 0 310 HV% PHF 0.92 0.93 0.00 0.89 2.0% 1.4% 0.0% 2.5% 1.8% 0.97 EB WB NB SB All 9020 10 6 13 7 0 11 0 16 9 019 20 19 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 5 0 15 6 26 4:15 PM 3 0 12 3 18 4:30 PM 5 0 9 6 20 4:45 PM 4 0 7 2 13 5:00 PM 7 0 2 5 14 5:15 PM 4 0 5 1 10 5:30 PM 5 0 4 2 11 5:45 PM 4 0 5 3 12 Count Total 37 0 59 28 124 Peak Hour 20 0 16 11 47 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 2 2 5:15 PM 0 0 0 1 1 5:30 PM 0 0 0 1 1 5:45 PM 0 0 0 0 0 Count Total 0 0 0 4 4 Peak Hour 0 0 0 4 4 Peak Hour:05:00 PM - 06:00 PM I-405 NB Ramp I-405 NB RampNE Sunset Blvd NE Sunset Blvd (303) 216-2439www.alltrafficdata.net Location:2 I-405 NB Ramp & NE Sunset Blvd PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk0000 867 106 338 532 0 0 0 973 1,075 815444 870 1,139 N S EW 0 0 027205430NE Sunset Blvd NE Sunset Blvd I-405 NB Ramp I-405 NB Ramp2,658 0 100N S EW 0100 0 0 00Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 4:00 PM 2,58800125024227057000064610201110 4:15 PM 2,6091012903623204500006598401320 4:30 PM 2,6071014802422004200006489901140 4:45 PM 2,6370012803019206600006359701220 5:00 PM 2,6580012402223505800006679901290 5:15 PM 0 0 112 0 33 228 0 71 0 0 0 0 6578401290 5:30 PM 0 0 156 0 26 220 0 71 0 0 0 0 6787101340 5:45 PM 0 0 140 0 25 184 0 72 0 0 0 0 6568401510 Count Total 2 0 1,062 0 220 1,738 0 482 0 0 0 0 5,24672001,022 0 Peak Hour 0 0 532 0 106 867 0 272 0 0 0 0 2,65833805430 HV%PHF 0.96 0.93 0.91 0.00 0.9% 1.2% 1.2% 0.0% 1.1%0.98 EB WB NB SB All 0000 9 3 5 3 0 0 0 12 5 108 8 17 N S EW 0 0 08020Heavy VehiclesInterval Start Time EB NB TotalWBSB 4:00 PM 5 5 14 0 24 4:15 PM 2 4 14 0 20 4:30 PM 3 4 7 0 14 4:45 PM 4 3 4 0 11 5:00 PM 2 0 4 0 6 5:15 PM 3 3 2 0 8 5:30 PM 2 3 3 0 8 5:45 PM 1 4 3 0 8 Count Total 22 26 51 0 99 Peak Hour 8 10 12 0 30 Bicycles on RoadwayInterval Start Time EB NB TotalWBSB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 1 0 1 Count Total 0 0 1 0 1 Peak Hour 0 0 1 0 1 Peak Hour:05:00 PM - 06:00 PM Garden Ave N Garden Ave NN Southport Dr N Southport Dr (303) 216-2439www.alltrafficdata.net Location:3 Garden Ave N & N Southport Dr PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk2250158180 643 251 23 538 167 474 439 1,075 960 363365 728 876 N S EW 1 0 918922630N Southport Dr N Southport Dr Garden Ave N Garden Ave N2,640 3 0330N S EW 0003 1 2 1614Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 2,5410 47 163 0 51 150 0 2 20 0 27 23 6486 37 75 47 4:15 PM 2,5140 46 156 0 53 156 0 1 22 0 33 20 6375 34 63 48 4:30 PM 2,5790 25 160 0 76 133 0 3 19 0 44 16 6373 31 76 51 4:45 PM 2,5800 36 154 0 61 137 0 3 26 0 38 16 6197 31 63 47 5:00 PM 2,6400 33 152 0 59 138 0 1 26 0 40 17 6214 49 53 49 5:15 PM 0 51 133 0 68 181 0 0 25 0 42 23 7028 38 66 67 5:30 PM 0 48 119 0 47 164 0 1 16 0 42 22 6383 62 64 50 5:45 PM 0 35 134 1 77 160 0 6 25 0 34 29 6798 31 80 59 Count Total 0 321 1,171 1 492 1,219 0 17 179 0 300 166 5,18144 313 540 418 Peak Hour 0 167 538 1 251 643 0 8 92 0 158 91 2,64023 180 263 225 HV% PHF 0.95 0.94 0.82 0.90 3.2% 1.8% 0.6% 1.5% 1.9% 0.94 EB WB NB SB All 3044 13 2 6 16 1 7 7 19 20 28 23 16 N S EW 0 0 00200Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 4 4 15 2 25 4:15 PM 4 1 12 1 18 4:30 PM 6 0 14 0 20 4:45 PM 4 1 5 1 11 5:00 PM 6 0 6 3 15 5:15 PM 6 0 3 1 10 5:30 PM 6 1 5 1 13 5:45 PM 5 1 5 2 13 Count Total 41 8 65 11 125 Peak Hour 23 2 19 7 51 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 4 0 0 1 5 4:15 PM 3 0 0 0 3 4:30 PM 6 0 0 0 6 4:45 PM 1 1 0 0 2 5:00 PM 5 0 0 2 7 5:15 PM 11 0 0 0 11 5:30 PM 4 1 0 1 6 5:45 PM 10 2 0 0 12 Count Total 44 4 0 4 52 Peak Hour 30 3 0 3 36 Peak Hour:05:00 PM - 06:00 PM Park Ave N Park Ave NN Southport Drive N Southport Drive (303) 216-2439www.alltrafficdata.net Location:4 Park Ave N & N Southport Drive PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk30213 584 278 21 537 3 27 8 865 737 211302 561 617 N S EW 0 0 33021790N Southport Drive N Southport Drive Park Ave N Park Ave N1,664 9 0016N S EW 0000 7 2 142Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 1,6230 0 155 0 62 133 0 8 1 0 5 0 4083 3 37 1 4:15 PM 1,6140 0 132 0 53 142 0 7 0 0 3 0 4025 1 59 0 4:30 PM 1,6390 0 145 0 52 140 0 5 0 0 4 2 4126 4 54 0 4:45 PM 1,6330 1 154 0 59 132 0 9 0 0 2 0 4015 1 37 1 5:00 PM 1,6640 1 157 0 60 123 0 8 1 0 7 0 3996 1 35 0 5:15 PM 0 1 126 0 75 152 0 10 0 0 3 2 4275 0 51 2 5:30 PM 0 0 129 0 64 153 0 5 1 0 8 0 4065 2 39 0 5:45 PM 0 1 125 0 79 156 0 7 0 0 3 1 4325 0 54 1 Count Total 0 4 1,123 0 504 1,131 0 59 3 0 35 5 3,28740 12 366 5 Peak Hour 0 3 537 0 278 584 0 30 2 0 21 3 1,66421 3 179 3 HV% PHF 0.86 0.92 0.86 0.84 1.8% 1.8% 6.2% 25.9% 2.8% 0.96 EB WB NB SB All 1061 6 9 0 10 0 7 1 16 24 139 10 12 N S EW 0 0 05080Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 2 4 12 0 18 4:15 PM 3 2 8 0 13 4:30 PM 1 5 5 1 12 4:45 PM 4 3 3 1 11 5:00 PM 5 3 5 1 14 5:15 PM 1 4 2 1 8 5:30 PM 2 3 5 3 13 5:45 PM 2 3 4 2 11 Count Total 20 27 44 9 100 Peak Hour 10 13 16 7 46 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 1 1 2 5:15 PM 0 0 0 0 0 5:30 PM 0 0 1 0 1 5:45 PM 0 0 0 0 0 Count Total 0 0 2 1 3 Peak Hour 0 0 2 1 3 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 4 0 0 3 7 4:15 PM 5 0 0 3 8 4:30 PM 3 0 0 1 4 4:45 PM 4 0 0 3 7 5:00 PM 4 0 0 4 8 5:15 PM 5 0 0 2 7 5:30 PM 4 0 0 1 5 5:45 PM 3 0 0 2 5 Count Total 32 0 0 19 51 Peak Hour 16 0 0 9 25 Peak Hour:05:00 PM - 06:00 PM Park Ave N Park Ave NN 10th St N 10th St (303) 216-2439www.alltrafficdata.net Location:5 Park Ave N & N 10th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk7003835 51 35 55 62 66 281 257 121 136 305263 183 234 N S EW 0 0 173113156360N 10th St N 10th St Park Ave N Park Ave N890 26 03838N S EW 002513 16 10 1325Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 8310 8 20 0 14 8 1 23 41 0 6 33 1849 9 5 7 4:15 PM 8440 25 7 0 18 9 0 28 40 0 12 42 22115 8 5 12 4:30 PM 8480 21 19 0 14 10 0 32 38 0 11 39 22613 7 6 16 4:45 PM 8440 12 31 0 9 12 0 25 33 0 4 29 20017 8 5 15 5:00 PM 8900 10 9 0 9 12 0 28 35 0 8 48 19715 6 6 11 5:15 PM 0 15 18 0 5 13 0 22 52 0 7 46 22514 7 13 13 5:30 PM 0 16 14 0 10 11 0 36 35 0 13 36 22213 11 7 20 5:45 PM 0 25 21 0 11 15 0 27 34 0 10 43 24613 11 10 26 Count Total 0 132 139 0 90 90 1 221 308 0 71 316 1,721109 67 57 120 Peak Hour 0 66 62 0 35 51 0 113 156 0 38 173 89055 35 36 70 HV% PHF 0.78 0.82 0.88 0.89 0.0% 5.8% 1.6% 3.2% 2.4% 0.90 EB WB NB SB All 1007 0 0 0 0 0 9 12 7 0 58 0 1 N S EW 0 0 80500Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 1 1 2 1 5 4:15 PM 0 1 1 2 4 4:30 PM 0 5 2 3 10 4:45 PM 1 0 2 1 4 5:00 PM 0 0 2 2 4 5:15 PM 0 3 1 1 5 5:30 PM 0 1 2 3 6 5:45 PM 0 1 2 3 6 Count Total 2 12 14 16 44 Peak Hour 0 5 7 9 21 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 1 0 0 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 1 0 0 1 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 11 6 0 0 17 4:15 PM 4 9 0 6 19 4:30 PM 8 12 0 6 26 4:45 PM 12 5 0 4 21 5:00 PM 5 9 0 2 16 5:15 PM 12 9 0 9 30 5:30 PM 12 11 0 12 35 5:45 PM 9 9 0 3 21 Count Total 73 70 0 42 185 Peak Hour 38 38 0 26 102 Peak Hour:05:00 PM - 06:00 PM Garden Avenue N Garden Avenue NN 10th St N 10th St (303) 216-2439www.alltrafficdata.net Location:6 Garden Avenue N & N 10th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk6216625 11 63 56 13 138 297 311 99 135 225287 207 95 N S EW 0 0 16822147560N 10th St N 10th St Garden Avenue N Garden Avenue N828 3 0311N S EW 0030 2 1 74Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 7900 24 4 0 16 1 0 11 40 0 10 46 20012 5 14 17 4:15 PM 7590 24 4 0 8 1 0 6 47 0 14 34 1829 10 13 12 4:30 PM 8180 34 5 0 15 6 0 6 47 0 21 34 21814 7 15 14 4:45 PM 7820 26 1 0 14 3 0 9 40 0 8 42 19011 1 19 16 5:00 PM 8280 26 0 0 11 3 0 3 33 0 18 36 16910 8 12 9 5:15 PM 0 43 4 0 19 1 0 4 39 0 24 46 24120 4 18 19 5:30 PM 0 34 4 0 11 1 0 10 26 1 8 39 18214 8 13 13 5:45 PM 0 35 5 0 22 6 0 5 49 0 16 47 23612 5 13 21 Count Total 0 246 27 0 116 22 0 54 321 1 119 324 1,618102 48 117 121 Peak Hour 0 138 13 0 63 11 0 22 147 1 66 168 82856 25 56 62 HV% PHF 0.77 0.75 0.84 0.83 0.0% 0.0% 0.9% 2.7% 1.2% 0.86 EB WB NB SB All 6010 0 0 0 0 0 8 2 0 1 21 0 6 N S EW 0 0 10200Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 2 2 7 11 4:15 PM 0 0 1 6 7 4:30 PM 0 2 0 5 7 4:45 PM 0 0 0 6 6 5:00 PM 0 0 0 2 2 5:15 PM 0 0 0 3 3 5:30 PM 0 1 0 1 2 5:45 PM 0 1 0 2 3 Count Total 0 6 3 32 41 Peak Hour 0 2 0 8 10 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 1 0 1 0 2 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 1 0 1 0 2 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 5 0 0 0 5 4:15 PM 3 0 0 0 3 4:30 PM 3 1 0 0 4 4:45 PM 2 0 0 0 2 5:00 PM 3 1 0 2 6 5:15 PM 4 0 0 1 5 5:30 PM 3 0 0 0 3 5:45 PM 1 2 0 0 3 Count Total 24 4 0 3 31 Peak Hour 11 3 0 3 17 Peak Hour:05:00 PM - 06:00 PM Logan Ave N Logan Ave NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:7 Logan Ave N & N 8th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk201456 2 90 13 13 14 655 723 148 108 738742 40 8 N S EW 0 0 6394653810N 8th St N 8th St Logan Ave N Logan Ave N1,581 1 2632N S EW 2060 1 0 293Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 1,5690 4 6 0 21 0 0 2 169 0 0 156 4057 15 23 2 4:15 PM 1,5370 2 8 0 22 1 0 2 155 0 1 141 3743 14 22 3 4:30 PM 1,5600 9 8 0 27 0 0 2 165 0 2 147 3992 11 24 2 4:45 PM 1,5680 5 4 0 21 2 0 3 176 0 1 144 3910 16 19 0 5:00 PM 1,5810 5 4 0 22 2 0 3 172 0 1 120 3738 18 18 0 5:15 PM 0 5 3 0 25 0 0 0 145 0 6 180 3971 12 19 1 5:30 PM 0 1 4 0 19 0 0 1 175 0 3 173 4073 11 17 0 5:45 PM 0 3 2 0 24 0 0 0 161 0 4 166 4041 15 27 1 Count Total 0 34 39 0 181 5 0 13 1,318 0 18 1,227 3,15025 112 169 9 Peak Hour 0 14 13 0 90 2 0 4 653 0 14 639 1,58113 56 81 2 HV% PHF 0.59 0.88 0.96 0.88 0.0% 0.7% 1.4% 2.0% 1.5% 0.97 EB WB NB SB All 0000 0 1 0 0 0 13 10 1 0 1014 0 0 N S EW 0 0 1301000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 2 1 11 14 4:15 PM 0 4 0 5 9 4:30 PM 0 3 1 1 5 4:45 PM 0 5 0 3 8 5:00 PM 0 5 1 2 8 5:15 PM 0 1 0 4 5 5:30 PM 0 3 0 4 7 5:45 PM 0 1 0 3 4 Count Total 0 24 3 33 60 Peak Hour 0 10 1 13 24 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 1 0 0 1 4:30 PM 0 0 0 0 0 4:45 PM 1 0 0 0 1 5:00 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 1 1 5:45 PM 0 0 0 0 0 Count Total 1 1 0 2 4 Peak Hour 0 0 0 2 2 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 11 5 5 7 28 4:15 PM 16 6 0 1 23 4:30 PM 16 2 2 2 22 4:45 PM 11 0 5 2 18 5:00 PM 17 3 2 0 22 5:15 PM 10 1 0 1 12 5:30 PM 0 1 0 0 1 5:45 PM 5 1 0 0 6 Count Total 86 19 14 13 132 Peak Hour 32 6 2 1 41 Peak Hour:04:15 PM - 05:15 PM Park Ave N Park Ave NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:8 Park Ave N & N 8th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk6309111 50 49 31 216 66 266 304 110 342 280192 315 133 N S EW 0 2 11218227350N 8th St N 8th St Park Ave N Park Ave N971 9 1126N S EW 2920 3 6 51Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 9620 21 51 0 14 18 0 7 53 0 16 26 2303 2 6 13 4:15 PM 9710 15 56 0 8 17 0 6 57 0 25 30 2569 3 13 17 4:30 PM 9450 18 52 0 14 19 0 4 64 0 23 22 2506 4 6 18 4:45 PM 9091 16 47 0 16 5 0 6 51 0 20 32 2268 3 9 12 5:00 PM 9251 17 61 0 11 9 0 2 55 0 23 28 2398 1 7 16 5:15 PM 0 23 51 0 15 12 0 7 48 0 22 24 2303 3 7 15 5:30 PM 1 17 52 0 8 10 0 2 62 0 15 23 2144 5 3 12 5:45 PM 0 17 56 0 23 11 0 8 47 0 13 29 2427 0 14 17 Count Total 3 144 426 0 109 101 0 42 437 0 157 214 1,88748 21 65 120 Peak Hour 2 66 216 0 49 50 0 18 227 0 91 112 97131 11 35 63 HV% PHF 0.91 0.74 0.92 0.92 2.9% 1.8% 1.8% 2.3% 2.3% 0.95 EB WB NB SB All 1030 2 0 0 9 0 6 5 2 12 52 9 3 N S EW 0 0 20500Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 2 1 0 1 4 4:15 PM 2 1 1 2 6 4:30 PM 3 4 1 2 10 4:45 PM 2 0 0 2 4 5:00 PM 2 0 0 0 2 5:15 PM 1 3 0 0 4 5:30 PM 3 1 0 0 4 5:45 PM 2 1 0 0 3 Count Total 17 11 2 7 37 Peak Hour 9 5 2 6 22 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 1 0 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 1 0 1 Peak Hour 0 0 1 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 1 1 4:15 PM 3 1 3 3 10 4:30 PM 1 0 0 1 2 4:45 PM 1 0 7 2 10 5:00 PM 1 1 1 3 6 5:15 PM 5 0 5 4 14 5:30 PM 1 1 3 3 8 5:45 PM 2 0 2 2 6 Count Total 14 3 21 19 57 Peak Hour 6 2 11 9 28 Peak Hour:04:00 PM - 05:00 PM Garden Ave N (S) Garden Ave N (S)N 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:9 Garden Ave N (S) & N 8th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk0000 220 25 1 140 0 0 0 245 189 5126 141 222 N S EW 0 0 020490N 8th St N 8th St Garden Ave N (S) Garden Ave N (S)437 0 011N S EW 0001 0 0 01Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 4370 0 47 0 9 61 0 0 0 0 0 0 1300 0 13 0 4:15 PM 4040 0 28 0 3 60 0 1 0 0 0 0 1061 0 13 0 4:30 PM 3940 0 37 0 7 48 0 0 0 0 0 0 1010 0 9 0 4:45 PM 3860 0 28 0 6 51 0 1 0 0 0 0 1000 0 14 0 5:00 PM 3970 0 31 0 7 43 0 2 0 0 0 0 970 0 14 0 5:15 PM 1 0 36 0 1 48 0 0 0 0 0 0 961 0 9 0 5:30 PM 0 0 34 0 2 49 0 0 0 0 0 0 930 0 8 0 5:45 PM 0 0 38 0 5 58 0 2 0 0 0 0 1112 0 6 0 Count Total 1 0 279 0 40 418 0 6 0 0 0 0 8344 0 86 0 Peak Hour 0 0 140 0 25 220 0 2 0 0 0 0 4371 0 49 0 HV% PHF 0.75 0.88 0.85 0.00 0.7% 7.3% 7.8% 0.0% 5.3% 0.84 EB WB NB SB All 0000 3 15 0 1 0 0 0 18 5 415 1 3 N S EW 0 0 00040Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 1 2 7 0 10 4:15 PM 0 1 3 0 4 4:30 PM 0 1 5 0 6 4:45 PM 0 0 3 0 3 5:00 PM 0 0 1 0 1 5:15 PM 0 0 0 0 0 5:30 PM 1 1 0 0 2 5:45 PM 1 0 0 0 1 Count Total 3 5 19 0 27 Peak Hour 1 4 18 0 23 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 1 0 0 1 4:15 PM 0 0 1 0 1 4:30 PM 0 0 0 0 0 4:45 PM 0 1 1 0 2 5:00 PM 0 0 1 0 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 1 0 1 Count Total 0 2 4 0 6 Peak Hour 0 2 2 0 4 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 1 1 0 0 2 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 1 1 0 0 2 Peak Hour 1 1 0 0 2 Peak Hour:04:00 PM - 05:00 PM Garden Ave N (N) Garden Ave N (N)N 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:10 Garden Ave N (N) & N 8th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk1540125196 111 0 2 86 101 279 297 307 212 12 189 265 N S EW 0 0 00010N 8th St N 8th St Garden Ave N (N) Garden Ave N (N)776 1 310N S EW 3010 1 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 7760 27 25 0 0 22 0 0 0 0 33 0 1861 38 0 40 4:15 PM 7630 31 23 0 0 33 0 0 0 0 29 0 2121 53 1 41 4:30 PM 7570 27 20 0 0 23 0 0 0 0 31 0 1850 46 0 38 4:45 PM 7190 16 18 0 0 33 0 0 0 0 32 0 1930 59 0 35 5:00 PM 7140 29 19 0 0 32 0 0 0 0 30 0 1730 31 0 32 5:15 PM 0 23 26 0 0 23 0 0 0 0 46 0 2060 46 0 42 5:30 PM 0 21 15 0 0 19 0 0 0 0 29 0 1470 35 0 28 5:45 PM 0 30 20 0 0 24 0 0 0 0 43 0 1880 39 0 32 Count Total 0 204 166 0 0 209 0 0 0 0 273 0 1,4902 347 1 288 Peak Hour 0 101 86 0 0 111 0 0 0 0 125 0 7762 196 1 154 HV% PHF 0.86 0.83 0.25 0.96 2.1% 1.3% 0.0% 5.0% 2.8% 0.92 EB WB NB SB All 14000 4 0 0 3 1 14 1 4 3 00 4 18 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 4 4 4:15 PM 2 0 1 3 6 4:30 PM 1 0 1 3 5 4:45 PM 1 0 2 4 7 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 1 1 5:30 PM 0 0 1 0 1 5:45 PM 0 0 1 0 1 Count Total 4 0 6 15 25 Peak Hour 4 0 4 14 22 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 1 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 1 0 0 1 4:30 PM 0 0 1 0 1 4:45 PM 0 0 2 1 3 5:00 PM 0 1 0 0 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 2 2 5:45 PM 0 0 0 0 0 Count Total 0 2 3 3 8 Peak Hour 0 1 3 1 5 Peak Hour:04:15 PM - 05:15 PM Houser Way N Houser Way NN 8th St N 8th St (303) 216-2439www.alltrafficdata.net Location:11 Houser Way N & N 8th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk15000 0 0 197 0 4 74 10 0 0 297256 201 306 N S EW 0 0 59291600N 8th St N 8th St Houser Way N Houser Way N572 0 001N S EW 0000 0 0 01Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 5680 2 0 0 0 0 0 50 1 0 0 14 13256 0 0 9 4:15 PM 5720 0 0 0 0 0 0 75 3 0 0 15 14949 0 0 7 4:30 PM 5720 2 0 0 0 0 0 65 0 0 0 10 12848 0 0 3 4:45 PM 5650 1 0 0 0 0 0 92 2 0 0 13 15948 0 0 3 5:00 PM 5400 1 0 0 0 0 0 59 1 0 0 21 13652 0 0 2 5:15 PM 0 1 0 0 0 0 0 63 3 0 0 9 14968 0 0 5 5:30 PM 0 0 0 0 0 0 0 54 1 0 0 20 12145 0 0 1 5:45 PM 0 0 0 0 0 0 0 63 1 0 0 5 13462 0 0 3 Count Total 0 7 0 0 0 0 0 521 12 0 0 107 1,108428 0 0 33 Peak Hour 0 4 0 0 0 0 0 291 6 0 0 59 572197 0 0 15 HV% PHF 0.80 0.00 0.79 0.80 2.0% 0.0% 1.3% 4.1% 1.9% 0.90 EB WB NB SB All 1000 0 0 3 0 1 3 2 0 0 45 4 4 N S EW 0 0 23100Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 2 1 0 2 5 4:30 PM 1 1 0 0 2 4:45 PM 1 2 0 1 4 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 1 1 5:30 PM 0 1 0 1 2 5:45 PM 0 0 0 1 1 Count Total 4 5 0 6 15 Peak Hour 4 4 0 3 11 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 1 1 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 1 1 Count Total 0 0 0 2 2 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 1 0 0 0 1 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 1 0 0 0 1 Peak Hour 1 0 0 0 1 Peak Hour:04:00 PM - 05:00 PM Logan Ave N Logan Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:12 Logan Ave N & N 6th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk70916 4 54 82 19 29 698 738 74 111 793818 130 28 N S EW 0 0 68217693830N 6th St N 6th St Logan Ave N Logan Ave N1,695 0 318N S EW 1210 0 0 71Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 1,6950 10 5 0 19 1 0 7 168 0 4 190 45826 6 21 1 4:15 PM 1,6500 5 4 0 11 1 0 2 169 0 2 152 39017 3 21 3 4:30 PM 1,6450 6 3 0 8 2 0 5 173 0 1 176 42925 6 22 2 4:45 PM 1,6610 8 7 0 16 0 0 3 183 0 2 164 41814 1 19 1 5:00 PM 1,6640 3 4 0 13 0 0 6 195 0 3 152 41315 2 19 1 5:15 PM 0 4 2 0 9 2 0 2 145 0 0 194 3857 4 16 0 5:30 PM 0 3 2 0 10 0 0 3 195 0 1 201 44514 2 12 2 5:45 PM 0 4 4 0 7 1 0 3 183 0 3 184 42113 0 19 0 Count Total 0 43 31 0 93 7 0 31 1,411 0 16 1,413 3,359131 24 149 10 Peak Hour 0 29 19 0 54 4 0 17 693 0 9 682 1,69582 16 83 7 HV% PHF 0.79 0.71 0.97 0.89 6.2% 16.2% 2.4% 3.2% 3.6% 0.93 EB WB NB SB All 2000 0 12 1 0 7 22 19 12 6 1933 8 3 N S EW 0 0 2011260Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 1 3 3 12 19 4:15 PM 3 4 5 5 17 4:30 PM 2 5 1 2 10 4:45 PM 2 7 3 3 15 5:00 PM 3 3 3 2 11 5:15 PM 2 3 4 4 13 5:30 PM 2 3 3 2 10 5:45 PM 3 2 1 3 9 Count Total 18 30 23 33 104 Peak Hour 8 19 12 22 61 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 1 0 0 1 5:30 PM 0 0 0 1 1 5:45 PM 0 0 0 0 0 Count Total 0 1 0 1 2 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 1 0 1 4:15 PM 1 1 0 0 2 4:30 PM 2 0 0 0 2 4:45 PM 5 0 2 0 7 5:00 PM 4 2 2 0 8 5:15 PM 1 0 0 0 1 5:30 PM 1 0 1 0 2 5:45 PM 2 0 1 0 3 Count Total 16 3 7 0 26 Peak Hour 8 1 3 0 12 Peak Hour:04:45 PM - 05:45 PM Park Ave N Park Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:13 Park Ave N & N 6th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk14021 1 3 35 16 93 310 300 5 21 214332 144 20 N S EW 0 0 294520630N 6th St N 6th St Park Ave N Park Ave N673 2 518N S EW 3201 2 0 35Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 6630 27 3 0 3 1 0 5 47 0 2 67 18424 0 1 4 4:15 PM 6450 13 6 0 1 1 0 1 54 0 2 69 16816 0 1 4 4:30 PM 6600 17 2 0 0 0 0 1 44 0 3 64 14610 0 1 4 4:45 PM 6730 24 3 0 0 1 0 2 46 0 0 74 16510 1 2 2 5:00 PM 6700 23 5 0 1 0 0 0 50 0 0 71 1669 0 1 6 5:15 PM 0 19 3 0 0 0 0 1 66 0 2 78 18312 0 0 2 5:30 PM 0 27 5 0 2 0 0 2 44 0 0 71 1594 0 0 4 5:45 PM 0 17 5 0 2 0 1 2 55 0 1 65 16211 0 0 3 Count Total 0 167 32 0 9 3 1 14 406 0 10 559 1,33396 1 6 29 Peak Hour 0 93 16 0 3 1 0 5 206 0 2 294 67335 1 3 14 HV% PHF 0.97 0.63 0.80 0.95 2.8% 0.0% 1.9% 2.6% 2.4% 0.92 EB WB NB SB All 4000 0 0 0 2 2 8 6 0 2 44 4 4 N S EW 0 0 40400Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 2 1 0 3 6 4:15 PM 3 2 0 3 8 4:30 PM 0 0 0 6 6 4:45 PM 2 0 0 0 2 5:00 PM 0 2 0 5 7 5:15 PM 1 1 0 0 2 5:30 PM 1 1 0 3 5 5:45 PM 1 1 0 3 5 Count Total 10 8 0 23 41 Peak Hour 4 4 0 8 16 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 1 0 0 0 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 1 1 0 2 Count Total 1 1 1 0 3 Peak Hour 1 0 0 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 1 3 5 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 2 0 1 0 3 5:00 PM 2 1 3 0 6 5:15 PM 4 0 0 2 6 5:30 PM 0 0 1 0 1 5:45 PM 3 0 0 0 3 Count Total 12 1 6 5 24 Peak Hour 8 1 5 2 16 Peak Hour:04:15 PM - 05:15 PM Garden Ave N Garden Ave NN 6th St N 6th St (303) 216-2439www.alltrafficdata.net Location:14 Garden Ave N & N 6th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk5001 1 0 3 1 10 25 40 2 2 3023 14 6 N S EW 0 0 2002910N 6th St N 6th St Garden Ave N Garden Ave N71 0 000N S EW 0000 0 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 690 1 0 0 0 1 0 0 4 0 0 6 151 0 0 2 4:15 PM 710 1 0 0 0 0 0 0 11 0 0 5 191 0 0 1 4:30 PM 650 2 0 0 0 0 0 0 6 0 0 7 180 1 1 1 4:45 PM 550 2 1 0 0 1 0 0 3 0 0 5 172 0 0 3 5:00 PM 510 5 0 0 0 0 0 0 9 0 0 3 170 0 0 0 5:15 PM 0 1 0 0 0 1 0 0 6 0 0 4 130 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 2 0 0 1 82 1 1 1 5:45 PM 0 7 0 0 0 0 0 0 2 0 0 2 130 1 0 1 Count Total 0 19 1 0 0 3 0 0 43 0 0 33 1206 3 2 10 Peak Hour 0 10 1 0 0 1 0 0 29 0 0 20 713 1 1 5 HV% PHF 0.70 0.50 0.68 0.78 28.6% 0.0% 3.3% 40.0% 21.1% 0.93 EB WB NB SB All 0000 0 0 2 1 1 10 2 0 1 112 4 0 N S EW 0 0 100100Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 2 2 4:15 PM 1 1 0 3 5 4:30 PM 1 0 0 3 4 4:45 PM 2 0 0 4 6 5:00 PM 0 0 0 0 0 5:15 PM 0 0 1 0 1 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 4 1 1 12 18 Peak Hour 4 1 0 10 15 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 1 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 0 0 1 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 1 0 0 0 1 Peak Hour 0 0 0 0 0 Peak Hour:04:15 PM - 05:15 PM Park Ave N Park Ave NN 4th St N 4th St (303) 216-2439www.alltrafficdata.net Location:15 Park Ave N & N 4th St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk460032 238 48 0 0 0 397 198 318 0 197399 0 315 N S EW 0 0 3513116600N 4th St N 4th St Park Ave N Park Ave N912 2 002N S EW 0000 0 2 11Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 9010 0 0 0 20 70 0 7 40 0 0 80 2410 9 0 15 4:15 PM 9120 0 0 0 6 55 0 8 38 0 0 94 2200 9 0 10 4:30 PM 8930 0 0 0 12 63 0 6 44 0 0 82 2220 7 0 8 4:45 PM 8800 0 0 0 12 56 0 9 40 0 0 83 2180 6 0 12 5:00 PM 8930 0 0 0 18 64 0 8 44 0 0 92 2520 10 0 16 5:15 PM 0 0 0 0 9 59 0 8 41 0 0 72 2010 8 0 4 5:30 PM 0 0 0 0 7 77 0 4 36 0 0 70 2090 10 0 5 5:45 PM 0 0 0 0 6 81 0 10 47 0 0 70 2310 5 0 12 Count Total 0 0 0 0 90 525 0 60 330 0 0 643 1,7940 64 0 82 Peak Hour 0 0 0 0 48 238 0 31 166 0 0 351 9120 32 0 46 HV% PHF 0.00 0.86 0.95 0.92 0.0% 2.2% 7.1% 1.5% 3.0% 0.90 EB WB NB SB All 1001 4 2 0 0 0 6 15 7 0 147 0 5 N S EW 0 0 501400Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 3 3 2 8 4:15 PM 0 3 2 2 7 4:30 PM 0 5 1 2 8 4:45 PM 0 4 3 2 9 5:00 PM 0 2 1 0 3 5:15 PM 0 2 0 1 3 5:30 PM 0 1 1 2 4 5:45 PM 0 0 0 2 2 Count Total 0 20 11 13 44 Peak Hour 0 14 7 6 27 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 1 1 1 3 4:15 PM 1 0 0 1 2 4:30 PM 1 0 0 0 1 4:45 PM 0 0 0 1 1 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 2 2 5:30 PM 0 0 0 1 1 5:45 PM 3 1 1 0 5 Count Total 5 2 2 6 15 Peak Hour 2 0 0 2 4 Peak Hour:04:15 PM - 05:15 PM Park Ave N Park Ave NN 3rd St N 3rd St (303) 216-2439www.alltrafficdata.net Location:16 Park Ave N & N 3rd St PM Wednesday, March 23, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk001180 0 0 21 723 25 399 202 0 859 195302 769 0 N S EW 0 0 2810177180N 3rd St N 3rd St Park Ave N Park Ave N1,363 6 003N S EW 0000 3 3 21Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 1,3370 7 176 0 0 0 0 0 39 0 37 68 3384 0 7 0 4:15 PM 1,3630 7 181 0 0 0 0 0 39 0 29 71 3396 0 6 0 4:30 PM 1,3390 5 164 0 0 0 0 0 44 0 26 69 3165 0 3 0 4:45 PM 1,3290 4 188 0 0 0 0 0 45 0 32 65 3445 0 5 0 5:00 PM 1,2610 9 190 0 0 0 0 0 49 0 31 76 3645 0 4 0 5:15 PM 0 3 168 0 0 0 0 0 44 0 22 63 31511 0 4 0 5:30 PM 0 1 167 0 0 0 0 0 42 0 24 58 3069 0 5 0 5:45 PM 0 6 148 0 0 0 0 0 45 0 15 56 2762 0 4 0 Count Total 0 42 1,382 0 0 0 0 0 347 0 216 526 2,59847 0 38 0 Peak Hour 0 25 723 0 0 0 0 0 177 0 118 281 1,36321 0 18 0 HV% PHF 0.94 0.00 0.92 0.93 2.5% 0.0% 7.7% 1.8% 3.0% 0.94 EB WB NB SB All 0010 0 0 0 16 3 7 15 0 20 156 19 0 N S EW 0 0 601230Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 5 2 0 1 8 4:15 PM 10 1 0 2 13 4:30 PM 3 5 0 1 9 4:45 PM 1 5 0 3 9 5:00 PM 5 4 0 1 10 5:15 PM 2 1 0 1 4 5:30 PM 1 1 0 3 5 5:45 PM 1 0 0 2 3 Count Total 28 19 0 14 61 Peak Hour 19 15 0 7 41 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 1 1 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 1 1 Peak Hour 0 0 0 1 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 0 2 3 4:15 PM 0 0 0 0 0 4:30 PM 2 0 0 1 3 4:45 PM 1 0 0 2 3 5:00 PM 0 0 0 3 3 5:15 PM 1 0 0 2 3 5:30 PM 0 0 0 0 0 5:45 PM 0 0 1 3 4 Count Total 5 0 1 13 19 Peak Hour 3 0 0 6 9 Peak Hour:05:00 PM - 06:00 PM Burnett Ave N Burnett Ave NN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:1 Burnett Ave N & N 30th St PM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk203817 19 25 0 7 0 64 29 61 81 4949 7 22 N S EW 0 0 24112360N 30th St N 30th StBurnett Ave NBurnett Ave N181 0 000N S EW 0000 0 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 1480 0 0 0 4 4 0 0 5 0 7 4 420 2 15 1 4:15 PM 1520 0 1 0 3 2 0 0 5 0 9 4 360 2 9 1 4:30 PM 1570 0 0 0 4 3 0 1 5 0 9 6 401 5 6 0 4:45 PM 1600 0 2 0 2 1 0 0 8 0 7 3 300 1 6 0 5:00 PM 1810 0 3 0 9 3 0 0 2 0 4 8 460 6 11 0 5:15 PM 0 0 1 0 6 3 0 1 2 0 12 5 410 3 8 0 5:30 PM 0 0 2 0 1 6 0 0 2 0 11 7 430 2 11 1 5:45 PM 0 0 1 0 9 7 0 0 6 0 11 4 510 6 6 1 Count Total 0 0 10 0 38 29 0 2 35 0 70 41 3291 27 72 4 Peak Hour 0 0 7 0 25 19 0 1 12 0 38 24 1810 17 36 2 HV% PHF 0.58 0.69 0.94 0.84 0.0% 1.6% 0.0% 3.1% 1.7% 0.89 EB WB NB SB All 0020 1 0 0 0 0 2 0 1 2 00 0 1 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 1 0 1 4:15 PM 0 0 0 1 1 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 1 0 1 5:30 PM 0 0 0 1 1 5:45 PM 0 0 0 1 1 Count Total 0 0 2 3 5 Peak Hour 0 0 1 2 3 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Peak Hour:05:00 PM - 06:00 PM I-405 SB Ramps I-405 SB RampsN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:2 I-405 SB Ramps & N 30th St PM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk4802040 131 48 68 134 0 257 0 179 338 0121 202 179 N S EW 0 0 50000N 30th St N 30th StI-405 SB RampsI-405 SB Ramps638 2 070N S EW 0034 1 1 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 6000 0 36 0 6 26 0 0 0 0 36 1 14220 0 0 17 4:15 PM 6050 0 32 0 13 26 0 0 0 0 41 2 16537 0 0 14 4:30 PM 5940 0 40 0 13 31 0 0 0 0 26 2 14920 0 0 17 4:45 PM 6240 0 28 0 17 25 0 0 0 0 38 4 14421 0 0 11 5:00 PM 6380 0 28 0 12 32 0 0 0 0 47 0 14719 0 0 9 5:15 PM 0 0 27 0 8 36 0 0 0 0 50 1 15419 0 0 13 5:30 PM 0 0 40 0 16 29 0 0 0 0 56 2 17918 0 0 18 5:45 PM 0 0 39 0 12 34 0 0 0 0 51 2 15812 0 0 8 Count Total 0 0 270 0 97 239 0 0 0 0 345 14 1,238166 0 0 107 Peak Hour 0 0 134 0 48 131 0 0 0 0 204 5 63868 0 0 48 HV% PHF 0.87 0.97 0.00 0.85 1.5% 1.7% 0.0% 4.3% 2.7% 0.89 EB WB NB SB All 1070 1 2 2 1 0 11 0 3 8 07 3 2 N S EW 0 0 30000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 1 2 4 4:15 PM 2 0 0 1 3 4:30 PM 0 0 0 3 3 4:45 PM 1 0 0 3 4 5:00 PM 0 0 0 1 1 5:15 PM 1 0 1 4 6 5:30 PM 2 0 1 3 6 5:45 PM 0 0 1 3 4 Count Total 7 0 4 20 31 Peak Hour 3 0 3 11 17 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 1 0 0 0 1 Count Total 1 0 0 0 1 Peak Hour 1 0 0 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 0 0 1 4:15 PM 0 0 0 0 0 4:30 PM 0 3 0 0 3 4:45 PM 0 0 0 0 0 5:00 PM 0 1 0 0 1 5:15 PM 0 0 0 0 0 5:30 PM 0 3 0 0 3 5:45 PM 0 3 0 2 5 Count Total 1 10 0 2 13 Peak Hour 0 7 0 2 9 Peak Hour:05:00 PM - 06:00 PM I-405 NB Ramps I-405 NB RampsN 30th StN 30th St (303) 216-2439www.alltrafficdata.net Location:3 I-405 NB Ramps & N 30th St PM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk000118 103 0 0 293 45 0 167 221 359 1470 338 180 N S EW 0 0 0774660N 30th St N 30th StI-405 NB RampsI-405 NB Ramps706 2 190N S EW 1036 2 0 00Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 6140 16 56 0 0 12 0 19 1 0 0 0 1440 23 17 0 4:15 PM 6300 18 55 0 0 29 0 12 1 0 0 0 1570 27 15 0 4:30 PM 6320 19 47 0 0 26 0 15 0 0 0 0 1440 21 16 0 4:45 PM 6910 7 60 0 0 28 0 14 2 0 0 0 1690 38 20 0 5:00 PM 7060 15 61 0 0 27 0 18 0 0 0 0 1600 22 17 0 5:15 PM 0 7 69 0 0 25 0 18 2 0 0 0 1590 28 10 0 5:30 PM 0 17 78 0 0 21 0 24 1 0 0 0 2030 43 19 0 5:45 PM 0 6 85 0 0 30 0 17 1 0 0 0 1840 25 20 0 Count Total 0 105 511 0 0 198 0 137 8 0 0 0 1,3200 227 134 0 Peak Hour 0 45 293 0 0 103 0 77 4 0 0 0 7060 118 66 0 HV% PHF 0.89 0.86 0.84 0.00 2.4% 1.4% 4.1% 0.0% 2.4% 0.87 EB WB NB SB All 0002 1 0 0 7 1 0 6 3 7 60 8 4 N S EW 0 0 03300Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 1 1 1 0 3 4:15 PM 4 1 1 0 6 4:30 PM 2 0 0 0 2 4:45 PM 0 1 0 0 1 5:00 PM 1 0 1 0 2 5:15 PM 4 3 0 0 7 5:30 PM 1 1 1 0 3 5:45 PM 2 2 1 0 5 Count Total 15 9 5 0 29 Peak Hour 8 6 3 0 17 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 1 0 0 0 1 Count Total 1 0 0 0 1 Peak Hour 1 0 0 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 2 0 0 2 4:45 PM 0 0 0 0 0 5:00 PM 0 1 0 0 1 5:15 PM 0 1 0 1 2 5:30 PM 0 3 0 0 3 5:45 PM 0 4 1 1 6 Count Total 0 11 1 2 14 Peak Hour 0 9 1 2 12 Peak Hour:04:45 PM - 05:45 PM Coulon Park Dr Coulon Park DrLake Washington BlvdLake Washington Blvd (303) 216-2439www.alltrafficdata.net Location:4 Coulon Park Dr & Lake Washington Blvd PM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk701935 100 0 0 128 2 26 37 135 147 00 130 107 N S EW 0 0 00000Lake Washington Blvd Lake Washington BlvdCoulon Park DrCoulon Park Dr291 25 0015N S EW 0000 7 18 114Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 2540 1 20 0 0 15 0 0 0 0 5 0 550 11 0 3 4:15 PM 2710 2 22 0 0 22 0 0 0 0 4 0 620 10 0 2 4:30 PM 2730 2 14 0 0 26 0 0 0 0 9 0 570 5 0 1 4:45 PM 2910 1 28 0 0 34 0 0 0 0 7 0 800 7 0 3 5:00 PM 2850 1 32 0 0 28 0 0 0 0 6 0 720 5 0 0 5:15 PM 0 0 35 0 0 12 0 0 0 0 3 0 640 12 0 2 5:30 PM 0 0 33 0 0 26 0 0 0 0 3 0 750 11 0 2 5:45 PM 0 1 19 0 0 29 0 0 0 0 12 0 740 13 0 0 Count Total 0 8 203 0 0 192 0 0 0 0 49 0 5390 74 0 13 Peak Hour 0 2 128 0 0 100 0 0 0 0 19 0 2910 35 0 7 HV% PHF 0.93 0.82 0.00 0.65 0.8% 1.5% 0.0% 3.8% 1.4% 0.91 EB WB NB SB All 0011 1 0 0 1 0 1 1 2 2 00 1 1 N S EW 0 0 00000Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 1 1 2 5:00 PM 0 0 1 0 1 5:15 PM 1 0 0 0 1 5:30 PM 0 0 0 0 0 5:45 PM 0 0 1 0 1 Count Total 1 0 3 1 5 Peak Hour 1 0 2 1 4 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 0 0 0 0 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 0 0 0 0 Peak Hour 0 0 0 0 0 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 2 0 0 2 4 4:15 PM 2 0 0 0 2 4:30 PM 1 0 0 6 7 4:45 PM 2 0 0 2 4 5:00 PM 6 0 0 5 11 5:15 PM 4 0 0 8 12 5:30 PM 3 0 0 10 13 5:45 PM 4 0 0 8 12 Count Total 24 0 0 41 65 Peak Hour 15 0 0 25 40 Peak Hour:04:45 PM - 05:45 PM Lake Washington Blvd Lake Washington BlvdHouser Way NHouser Way N (303) 216-2439www.alltrafficdata.net Location:5 Lake Washington Blvd & Houser Way N PM Tuesday, April 5, 2022Date: Motorized Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - Motorized Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk130360 0 0 121 6 18 313 258 0 45 366385 145 136 N S EW 0 0 26412324030Houser Way N Houser Way NLake Washington Blvd Lake Washington Blvd824 7 027N S EW 0020 3 4 70Interval Start Time RightLeft Thru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn 4:00 PM 7660 0 0 0 0 0 0 25 76 0 3 61 19625 0 2 4 4:15 PM 7820 1 0 0 0 0 0 26 56 0 4 67 18725 0 3 5 4:30 PM 7760 0 3 0 0 0 0 26 50 0 12 61 17720 0 0 5 4:45 PM 8240 10 2 0 0 0 0 37 61 0 5 64 20622 0 0 5 5:00 PM 8240 4 2 0 0 0 0 30 55 0 9 78 21231 0 0 3 5:15 PM 0 1 2 0 0 0 0 24 59 0 9 49 18136 0 1 0 5:30 PM 0 3 0 0 0 0 0 32 65 0 13 73 22532 0 2 5 5:45 PM 0 1 0 0 0 0 0 36 55 0 10 66 20631 0 1 6 Count Total 0 20 9 0 0 0 0 236 477 0 65 519 1,590222 0 9 33 Peak Hour 0 18 6 0 0 0 0 123 240 0 36 264 824121 0 3 13 HV% PHF 0.93 0.00 0.92 0.88 1.4% 0.0% 1.4% 2.2% 1.7% 0.92 EB WB NB SB All 0010 0 0 2 0 0 7 0 0 4 58 2 2 N S EW 0 0 62030Heavy VehiclesInterval Start Time EB NB TotalWB SB 4:00 PM 0 3 0 1 4 4:15 PM 0 1 0 0 1 4:30 PM 0 0 0 0 0 4:45 PM 1 1 0 2 4 5:00 PM 0 1 0 4 5 5:15 PM 1 1 0 1 3 5:30 PM 0 2 0 0 2 5:45 PM 0 4 0 0 4 Count Total 2 13 0 8 23 Peak Hour 2 5 0 7 14 Bicycles on RoadwayInterval Start Time EB NB TotalWB SB 4:00 PM 0 0 0 0 0 4:15 PM 0 0 0 0 0 4:30 PM 0 0 0 0 0 4:45 PM 0 0 0 0 0 5:00 PM 0 0 0 0 0 5:15 PM 0 1 0 0 1 5:30 PM 0 0 0 0 0 5:45 PM 0 0 0 0 0 Count Total 0 1 0 0 1 Peak Hour 0 1 0 0 1 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWB SB 4:00 PM 1 0 0 2 3 4:15 PM 0 0 0 1 1 4:30 PM 0 0 0 5 5 4:45 PM 0 0 0 2 2 5:00 PM 1 1 0 0 2 5:15 PM 2 0 0 4 6 5:30 PM 4 1 0 1 6 5:45 PM 0 0 0 5 5 Count Total 8 2 0 20 30 Peak Hour 7 2 0 7 16 Traffic Impact AnalysisSouthport West – Renton, WA Appendix C Level of Service (LOS) Calculations Traffic Impact AnalysisSouthport West – Renton, WA Existing 2022 AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 270 368 286 723 30 95 Future Volume (vph) 270 368 286 723 30 95 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 8% 4% 4% 7% 6% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 32.0 30.0 62.0 38.0 Total Split (%) 32.0% 30.0% 62.0% 38.0% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 17 (17%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 270 368 286 723 30 95 Future Volume (veh/h) 270 368 286 723 30 95 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1898 1857 1560 1560 1654 1668 Adj Flow Rate, veh/h 300 0 318 803 33 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 8 4 4 7 6 Cap, veh/h 2049 343 2540 47 Arrive On Green 0.57 0.00 0.23 0.86 0.03 0.00 Sat Flow, veh/h 3702 1574 1486 3042 1576 1414 Grp Volume(v), veh/h 300 0 318 803 33 0 Grp Sat Flow(s),veh/h/ln 1803 1574 1486 1482 1576 1414 Q Serve(g_s), s 3.9 0.0 20.9 5.3 2.1 0.0 Cycle Q Clear(g_c), s 3.9 0.0 20.9 5.3 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2049 343 2540 47 V/C Ratio(X) 0.15 0.93 0.32 0.70 Avail Cap(c_a), veh/h 2049 359 2540 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.2 0.0 37.6 1.4 48.1 0.0 Incr Delay (d2), s/veh 0.1 0.0 29.1 0.3 23.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 10.2 0.6 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.3 0.0 66.7 1.7 71.2 0.0 LnGrp LOS B E A E Approach Vol, veh/h 300 A 1121 33 A Approach Delay, s/veh 10.3 20.2 71.2 Approach LOS B C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 28.9 62.6 8.5 91.5 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 24.2 26.2 32.5 56.2 Max Q Clear Time (g_c+I1), s 22.9 5.9 4.1 7.3 Green Ext Time (p_c), s 0.1 1.8 0.1 6.5 Intersection Summary HCM 6th Ctrl Delay 19.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 588 170 442 305 0 0 0 0 78 4 309 Future Volume (vph) 0 588 170 442 305 0 0 0 0 78 4 309 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 2 2 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1145 641 873 955 Travel Time (s) 22.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 1 1 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 Heavy Vehicles (%) 0% 7% 3% 2% 6% 0% 0% 0% 0% 3% 0% 5% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 38.0 32.0 70.0 30.0 30.0 Total Split (%) 38.0% 32.0% 70.0%30.0% 30.0% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 1:WBL and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & N Southport Dr/Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 588 170 442 305 0 0 0 0 78 4 309 Future Volume (veh/h) 0 588 170 442 305 0 0 0 0 78 4 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1798 1853 1587 1532 0 1890 1931 1862 Adj Flow Rate, veh/h 0 632 0 475 328 0 84 4 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 7 3 2 6 0 3 0 5 Cap, veh/h 0 948 862 2392 0 115 5 Arrive On Green 0.00 0.19 0.00 0.95 1.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 0 5071 1571 1511 2988 0 1759 84 1578 Grp Volume(v), veh/h 0 632 0 475 328 0 88 0 0 Grp Sat Flow(s),veh/h/ln 0 1636 1571 1511 1456 0 1843 0 1578 Q Serve(g_s), s 0.0 11.9 0.0 3.1 0.0 0.0 4.7 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.9 0.0 3.1 0.0 0.0 4.7 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.95 1.00 Lane Grp Cap(c), veh/h 0 948 862 2392 0 121 0 V/C Ratio(X) 0.00 0.67 0.55 0.14 0.00 0.73 0.00 Avail Cap(c_a), veh/h 0 1581 862 2392 0 452 0 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.85 0.00 0.95 0.95 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 37.4 0.0 1.1 0.0 0.0 45.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.9 0.1 0.0 11.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.8 0.0 0.7 0.0 0.0 2.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 38.3 0.0 2.0 0.1 0.0 57.2 0.0 0.0 LnGrp LOS A D A A A E A Approach Vol, veh/h 632 A 803 88 A Approach Delay, s/veh 38.3 1.2 57.2 Approach LOS D A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 62.8 25.1 12.0 88.0 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 26.2 32.2 24.5 64.2 Max Q Clear Time (g_c+I1), s 5.1 13.9 6.7 2.0 Green Ext Time (p_c), s 2.5 5.4 0.5 3.4 Intersection Summary HCM 6th Ctrl Delay 19.9 HCM 6th LOS B Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 291 480 11 99 393 122 7 191 150 109 13 82 Future Volume (vph) 291 480 11 99 393 122 7 191 150 109 13 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 642 1145 564 539 Travel Time (s) 12.5 22.3 12.8 12.3 Confl. Peds. (#/hr)8 8 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 Heavy Vehicles (%) 4% 9% 73% 7% 6% 6% 14% 5% 5% 2% 0% 0% Shared Lane Traffic (%)10% 44% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 35.0 55.0 35.0 17.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 Total Split (%) 21.9% 34.4% 21.9% 10.6% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 85.6 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 291 480 11 99 393 122 7 191 150 109 13 82 Future Volume (veh/h) 291 480 11 99 393 122 7 191 150 109 13 82 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 0.98 1.00 0.97 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 310 511 0 105 418 130 7 203 160 126 0 87 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, % 4 9 73 7 6 6 14 5 5 2 0 0 Cap, veh/h 503 876 338 806 577 11 325 414 431 0 426 Arrive On Green 0.15 0.26 0.00 0.09 0.20 0.20 0.18 0.18 0.18 0.12 0.00 0.12 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 61 1762 1514 3563 0 1557 Grp Volume(v), veh/h 310 511 0 105 418 130 210 0 160 126 0 87 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1823 0 1514 1781 0 1557 Q Serve(g_s), s 4.9 7.7 0.0 1.5 5.3 3.0 6.1 0.0 5.0 1.9 0.0 2.5 Cycle Q Clear(g_c), s 4.9 7.7 0.0 1.5 5.3 3.0 6.1 0.0 5.0 1.9 0.0 2.5 Prop In Lane 1.00 0.00 1.00 1.00 0.03 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 503 876 338 806 577 337 0 414 431 0 426 V/C Ratio(X) 0.62 0.58 0.31 0.52 0.23 0.62 0.00 0.39 0.29 0.00 0.20 Avail Cap(c_a), veh/h 1769 2910 2028 840 592 948 0 922 1853 0 1048 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.0 18.6 0.0 24.7 20.6 14.3 21.7 0.0 17.1 23.1 0.0 16.3 Incr Delay (d2), s/veh 1.8 0.9 0.0 0.7 0.7 0.3 2.7 0.0 0.8 0.5 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 1.9 2.7 0.0 0.7 2.3 1.4 2.7 0.0 1.7 0.8 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 19.5 0.0 25.5 21.3 14.6 24.4 0.0 18.0 23.6 0.0 16.7 LnGrp LOS C B C C B C A B C A B Approach Vol, veh/h 821 A 653 370 213 Approach Delay, s/veh 21.5 20.7 21.6 20.8 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 20.0 12.0 13.5 16.5 15.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 50.0 30.0 30.0 12.0 30.0 Max Q Clear Time (g_c+I1), s 3.5 9.7 4.5 6.9 7.3 8.1 Green Ext Time (p_c), s 0.5 5.4 1.1 1.7 1.7 2.6 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 8 524 6 82 402 10 11 1 253 11 1 9 Future Volume (vph) 8 524 6 82 402 10 11 1 253 11 1 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 30 30 Link Distance (ft) 977 642 290 540 Travel Time (s) 22.2 12.5 6.6 12.3 Confl. Peds. (#/hr) 1 1 4 4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 13% 8% 0% 9% 6% 20% 46% 100% 6% 27% 0% 56% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Split NA pt+ov Split NA Protected Phases 5 2 1 6 4 4 4 1 8 8 Permitted Phases 6 Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 31.0 10.0 36.0 36.0 10.0 10.0 32.0 32.0 Total Split (s) 25.0 80.0 35.0 90.0 90.0 40.0 40.0 40.0 40.0 Total Split (%) 12.8% 41.0% 17.9% 46.2% 46.2% 20.5% 20.5% 20.5% 20.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 195 Actuated Cycle Length: 51.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 524 6 82 402 10 11 1 253 11 1 9 Future Volume (veh/h) 8 524 6 82 402 10 11 1 253 11 1 9 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 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1707 1781 1900 1767 1811 1604 1218 418 1811 1500 1900 1070 Adj Flow Rate, veh/h 9 589 7 92 452 11 12 1 284 12 1 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 13 8 0 9 6 20 46 100 6 27 0 56 Cap, veh/h 19 879 10 363 1225 483 54 4 687 117 6 62 Arrive On Green 0.01 0.26 0.26 0.11 0.36 0.36 0.15 0.15 0.15 0.04 0.04 0.04 Sat Flow, veh/h 1626 3426 41 3264 3441 1358 369 31 2664 2771 147 1470 Grp Volume(v), veh/h 9 291 305 92 452 11 13 0 284 12 0 11 Grp Sat Flow(s),veh/h/ln 1626 1692 1774 1632 1721 1358 400 0 1332 1386 0 1617 Q Serve(g_s), s 0.2 6.9 6.9 1.2 4.4 0.2 1.3 0.0 4.0 0.2 0.0 0.3 Cycle Q Clear(g_c), s 0.2 6.9 6.9 1.2 4.4 0.2 1.3 0.0 4.0 0.2 0.0 0.3 Prop In Lane 1.00 0.02 1.00 1.00 0.92 1.00 1.00 0.91 Lane Grp Cap(c), veh/h 19 434 455 363 1225 483 58 0 687 117 0 68 V/C Ratio(X) 0.47 0.67 0.67 0.25 0.37 0.02 0.22 0.00 0.41 0.10 0.00 0.16 Avail Cap(c_a), veh/h 723 2822 2958 2177 6504 2566 311 0 2374 2157 0 1258 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 22.1 15.0 15.0 18.3 10.7 9.4 17.0 0.0 13.9 20.7 0.0 20.8 Incr Delay (d2), s/veh 6.4 0.7 0.6 0.1 0.1 0.0 0.7 0.0 0.1 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.3 2.4 0.4 1.3 0.1 0.1 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.5 15.7 15.6 18.4 10.8 9.4 17.7 0.0 14.1 20.9 0.0 21.2 LnGrp LOS C B B B B A B A B C A C Approach Vol, veh/h 605 555 297 23 Approach Delay, s/veh 15.9 12.0 14.2 21.0 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 16.5 11.5 5.5 21.0 6.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 75.0 35.0 20.0 85.0 35.0 Max Q Clear Time (g_c+I1), s 3.2 8.9 6.0 2.2 6.4 2.3 Green Ext Time (p_c), s 0.1 2.5 0.7 0.0 2.1 0.0 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 15 10 15 12 22 42 238 25 7 78 18 Future Volume (vph) 18 15 10 15 12 22 42 238 25 7 78 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 6 12 12 6 16 16 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%) 0% 0% 0% 13% 0% 27% 7% 9% 0% 14% 13% 11% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 36.2 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 15 10 15 12 22 42 238 25 7 78 18 Future Volume (veh/h) 18 15 10 15 12 22 42 238 25 7 78 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.96 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1707 1900 1500 1796 1767 1900 1693 1707 1737 Adj Flow Rate, veh/h 23 19 13 19 15 28 53 301 32 9 99 23 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 0 0 0 13 0 27 7 9 0 14 13 11 Cap, veh/h 368 99 67 360 52 97 120 779 82 23 521 117 Arrive On Green 0.03 0.09 0.09 0.03 0.09 0.09 0.07 0.26 0.26 0.01 0.20 0.20 Sat Flow, veh/h 1810 1042 713 1626 585 1092 1711 3053 322 1612 2611 584 Grp Volume(v), veh/h 23 0 32 19 0 43 53 164 169 9 60 62 Grp Sat Flow(s),veh/h/ln 1810 0 1755 1626 0 1677 1711 1678 1696 1612 1622 1573 Q Serve(g_s), s 0.4 0.0 0.6 0.3 0.0 0.8 1.0 2.7 2.7 0.2 1.0 1.1 Cycle Q Clear(g_c), s 0.4 0.0 0.6 0.3 0.0 0.8 1.0 2.7 2.7 0.2 1.0 1.1 Prop In Lane 1.00 0.41 1.00 0.65 1.00 0.19 1.00 0.37 Lane Grp Cap(c), veh/h 368 0 166 360 0 149 120 428 433 23 324 314 V/C Ratio(X) 0.06 0.00 0.19 0.05 0.00 0.29 0.44 0.38 0.39 0.39 0.19 0.20 Avail Cap(c_a), veh/h 1678 0 1863 1546 0 1781 1298 1782 1802 1223 1722 1671 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.8 0.0 13.8 13.0 0.0 14.0 14.7 10.1 10.2 16.1 11.0 11.0 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.1 0.0 1.0 2.6 0.6 0.6 10.2 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 0.1 0.0 0.3 0.4 0.8 0.8 0.1 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.9 0.0 14.3 13.0 0.0 15.1 17.3 10.7 10.7 26.3 11.2 11.3 LnGrp LOS B A B B A B B B B C B B Approach Vol, veh/h 55 62 386 131 Approach Delay, s/veh 13.7 14.5 11.6 12.3 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 8.1 7.3 11.6 6.1 7.9 5.5 13.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.3 2.6 3.0 3.1 2.4 2.8 2.2 4.7 Green Ext Time (p_c), s 0.0 0.1 0.1 0.7 0.0 0.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 8 7 18 4 10 9 191 45 51 97 39 Future Volume (vph) 40 8 7 18 4 10 9 191 45 51 97 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 1041 358 Travel Time (s) 17.8 4.1 28.4 9.8 Confl. Peds. (#/hr) 4 4 4 2 2 4 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 0% 0% 6% 25% 0% 11% 7% 9% 0% 8% 21% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 37 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 8 7 18 4 10 9 191 45 51 97 39 Future Volume (veh/h) 40 8 7 18 4 10 9 191 45 51 97 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.99 0.93 0.99 0.99 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1811 1530 1900 1737 1796 1767 1900 1781 1589 Adj Flow Rate, veh/h 45 9 8 20 5 11 10 217 51 58 110 44 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 0 0 6 25 0 11 7 9 0 8 21 Cap, veh/h 342 51 45 305 12 27 486 328 77 443 342 137 Arrive On Green 0.05 0.06 0.06 0.03 0.03 0.03 0.01 0.23 0.23 0.06 0.28 0.28 Sat Flow, veh/h 1810 921 819 1725 423 931 1654 1404 330 1810 1207 483 Grp Volume(v), veh/h 45 0 17 20 0 16 10 0 268 58 0 154 Grp Sat Flow(s),veh/h/ln 1810 0 1740 1725 0 1353 1654 0 1734 1810 0 1690 Q Serve(g_s), s 0.8 0.0 0.3 0.4 0.0 0.4 0.1 0.0 4.5 0.7 0.0 2.3 Cycle Q Clear(g_c), s 0.8 0.0 0.3 0.4 0.0 0.4 0.1 0.0 4.5 0.7 0.0 2.3 Prop In Lane 1.00 0.47 1.00 0.69 1.00 0.19 1.00 0.29 Lane Grp Cap(c), veh/h 342 0 96 305 0 40 486 0 405 443 0 479 V/C Ratio(X) 0.13 0.00 0.18 0.07 0.00 0.40 0.02 0.00 0.66 0.13 0.00 0.32 Avail Cap(c_a), veh/h 1657 0 1897 1604 0 1475 1752 0 1889 1738 0 1842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 14.5 14.5 0.0 15.3 9.2 0.0 11.2 8.5 0.0 9.1 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 2.4 0.0 0.0 0.7 0.0 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 0.3 0.0 0.1 0.1 0.0 0.1 0.0 0.0 1.4 0.2 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 0.0 14.8 14.5 0.0 17.7 9.2 0.0 11.9 8.6 0.0 9.2 LnGrp LOS B A B B A B A A B A A A Approach Vol, veh/h 62 36 278 212 Approach Delay, s/veh 14.2 16.0 11.8 9.1 Approach LOS B B B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.8 6.8 5.4 14.1 6.7 5.9 7.0 12.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.4 2.3 2.1 4.3 2.8 2.4 2.7 6.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 3 12 35 10 20 21 587 48 4 386 20 Future Volume (vph) 2 3 12 35 10 20 21 587 48 4 386 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 995 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 3 16 16 3 30 10 10 30 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 Heavy Vehicles (%) 0% 33% 17% 6% 0% 0% 10% 7% 15% 25% 5% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 72.3 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 3 12 35 10 20 21 587 48 4 386 20 Future Volume (veh/h) 2 3 12 35 10 20 21 587 48 4 386 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.91 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1411 1648 1811 1900 1900 1752 1796 1678 1530 1826 1900 Adj Flow Rate, veh/h 2 3 0 36 10 21 22 611 50 4 402 21 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 33 17 6 0 0 10 7 15 25 5 0 Cap, veh/h 5 130 67 152 124 43 774 63 8 778 41 Arrive On Green 0.00 0.05 0.00 0.04 0.08 0.08 0.03 0.47 0.47 0.01 0.45 0.45 Sat Flow, veh/h 1810 2681 1397 1725 1805 1470 1668 1635 134 1457 1718 90 Grp Volume(v), veh/h 2 3 0 36 10 21 22 0 661 4 0 423 Grp Sat Flow(s),veh/h/ln 1810 1340 1397 1725 1805 1470 1668 0 1769 1457 0 1808 Q Serve(g_s), s 0.1 0.1 0.0 1.1 0.3 0.7 0.7 0.0 17.1 0.1 0.0 9.1 Cycle Q Clear(g_c), s 0.1 0.1 0.0 1.1 0.3 0.7 0.7 0.0 17.1 0.1 0.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.05 Lane Grp Cap(c), veh/h 5 130 67 152 124 43 0 837 8 0 818 V/C Ratio(X) 0.40 0.02 0.54 0.07 0.17 0.51 0.00 0.79 0.51 0.00 0.52 Avail Cap(c_a), veh/h 666 1529 635 1030 839 522 0 3060 402 0 3127 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.1 24.6 0.0 25.6 22.9 23.1 26.1 0.0 12.0 27.0 0.0 10.6 Incr Delay (d2), s/veh 45.5 0.1 0.0 6.7 0.2 0.6 8.9 0.0 1.7 43.0 0.0 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 0.1 0.0 0.0 0.6 0.1 0.3 0.4 0.0 5.5 0.1 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.6 24.7 0.0 32.3 23.1 23.8 35.0 0.0 13.7 70.0 0.0 11.1 LnGrp LOS E C C C C C A B E A B Approach Vol, veh/h 5 A 67 683 427 Approach Delay, s/veh 43.8 28.3 14.4 11.7 Approach LOS D C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.0 8.5 7.3 30.5 6.0 10.5 6.2 31.6 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 3.1 2.1 2.7 11.1 2.1 2.7 2.1 19.1 Green Ext Time (p_c), s 0.0 0.0 0.0 2.9 0.0 0.1 0.0 5.3 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 84 12 17 33 5 14 311 70 29 38 26 Future Volume (vph) 23 84 12 17 33 5 14 311 70 29 38 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 7 3 3 7 1 4 4 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles (%) 5% 13% 0% 18% 9% 20% 0% 7% 3% 3% 3% 4% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 12.0 28.0 12.0 28.0 12.0 28.0 12.0 28.0 Total Split (%) 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 84 12 17 33 5 14 311 70 29 38 26 Future Volume (veh/h) 23 84 12 17 33 5 14 311 70 29 38 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.97 0.98 0.97 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 1826 1707 1900 1633 1767 1604 1900 1796 1856 1856 1856 1841 Adj Flow Rate, veh/h 27 99 14 20 39 6 16 366 82 34 45 31 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 5 13 0 18 9 20 0 7 3 3 3 4 Cap, veh/h 209 208 29 167 196 29 34 1725 382 59 1323 827 Arrive On Green 0.03 0.07 0.07 0.02 0.07 0.07 0.01 0.21 0.21 0.03 0.64 0.64 Sat Flow, veh/h 1739 2850 394 1555 2914 436 1810 2776 615 1767 2080 1301 Grp Volume(v), veh/h 27 55 58 20 22 23 16 223 225 34 37 39 Grp Sat Flow(s),veh/h/ln 1739 1622 1623 1555 1678 1672 1810 1706 1684 1767 1763 1618 Q Serve(g_s), s 1.1 2.6 2.7 0.9 1.0 1.0 0.7 8.7 8.9 1.5 0.6 0.7 Cycle Q Clear(g_c), s 1.1 2.6 2.7 0.9 1.0 1.0 0.7 8.7 8.9 1.5 0.6 0.7 Prop In Lane 1.00 0.24 1.00 0.26 1.00 0.37 1.00 0.80 Lane Grp Cap(c), veh/h 209 118 118 167 113 112 34 1061 1047 59 1121 1029 V/C Ratio(X) 0.13 0.47 0.49 0.12 0.20 0.21 0.47 0.21 0.21 0.58 0.03 0.04 Avail Cap(c_a), veh/h 312 466 466 268 483 481 158 1061 1047 155 1121 1029 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 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 35.6 35.6 33.6 35.3 35.3 39.4 15.5 15.6 38.1 5.4 5.4 Incr Delay (d2), s/veh 0.1 1.1 1.2 0.1 0.3 0.3 3.7 0.4 0.5 3.4 0.1 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 0.5 1.1 1.1 0.4 0.4 0.4 0.3 3.7 3.8 0.7 0.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.4 36.7 36.8 33.7 35.6 35.6 43.1 15.9 16.0 41.5 5.5 5.5 LnGrp LOS C D D C D D D B B D A A Approach Vol, veh/h 140 65 464 110 Approach Delay, s/veh 36.1 35.0 16.9 16.6 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.8 10.8 6.5 55.9 7.3 10.4 7.7 54.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 2.9 4.7 2.7 2.7 3.1 3.0 3.5 10.9 Green Ext Time (p_c), s 0.0 0.3 0.0 0.3 0.0 0.1 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 111 1 22 95 3 40 Future Volume (vph) 111 1 22 95 3 40 Satd. Flow (prot) 3411 0 0 3163 1805 1170 Flt Permitted 0.911 0.950 Satd. Flow (perm) 3411 0 0 2907 1805 1170 Satd. Flow (RTOR) 1 46 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 5% 100% 18% 12% 0% 38% Shared Lane Traffic (%) Lane Group Flow (vph) 129 0 0 134 3 46 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 36.8 36.8 7.1 7.1 Actuated g/C Ratio 0.83 0.83 0.16 0.16 v/c Ratio 0.05 0.06 0.01 0.20 Control Delay 2.8 2.8 14.7 8.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 2.8 2.8 14.7 8.4 LOS A A B A Approach Delay 2.8 2.8 8.8 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 44.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.20 Intersection Signal Delay: 3.8 Intersection LOS: A Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 47 0 0 54 161 0 0 0 59 0 63 Future Volume (vph) 116 47 0 0 54 161 0 0 0 59 0 63 Satd. Flow (prot) 0 3203 0 0 3009 0 0 1900 0 0 1805 1429 Flt Permitted 0.703 0.757 Satd. Flow (perm) 0 2329 0 0 3009 0 0 1900 0 0 1434 1429 Satd. Flow (RTOR)173 102 Confl. Peds. (#/hr) 1 1 1 1 2 2 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 Heavy Vehicles (%) 8% 11% 0% 0% 7% 4% 0% 0% 0% 0% 0% 13% Shared Lane Traffic (%) Lane Group Flow (vph) 0 176 0 0 231 0 0 0 0 0 63 68 Turn Type pm+pt NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 17.5 17.5 7.5 7.5 Actuated g/C Ratio 0.55 0.55 0.24 0.24 v/c Ratio 0.14 0.13 0.19 0.16 Control Delay 6.9 2.9 10.3 2.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.9 2.9 10.3 2.4 LOS A A B A Approach Delay 6.9 2.9 6.2 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 31.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.19 Intersection Signal Delay: 5.0 Intersection LOS: A Intersection Capacity Utilization 32.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 12 96 187 22 71 18 Future Volume (vph) 12 96 187 22 71 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 1081 614 2368 Travel Time (s) 29.5 14.0 64.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 5% 14% 14% 22% Shared Lane Traffic (%) 44% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 38.2 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 12 96 187 22 71 18 Future Volume (veh/h) 12 96 187 22 71 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1796 1826 1693 1693 1574 Adj Flow Rate, veh/h 13 101 213 0 75 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 14 14 22 Cap, veh/h 163 429 666 324 112 Arrive On Green 0.09 0.09 0.19 0.00 0.07 0.00 Sat Flow, veh/h 1810 1522 3478 1693 1693 1334 Grp Volume(v), veh/h 13 101 213 0 75 0 Grp Sat Flow(s),veh/h/ln 1810 1522 1739 1693 1693 1334 Q Serve(g_s), s 0.2 1.2 1.2 0.0 1.0 0.0 Cycle Q Clear(g_c), s 0.2 1.2 1.2 0.0 1.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 163 429 666 324 112 V/C Ratio(X) 0.08 0.24 0.32 0.00 0.67 Avail Cap(c_a), veh/h 1574 1615 5293 2576 1840 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 9.6 6.4 8.0 0.0 10.5 0.0 Incr Delay (d2), s/veh 0.3 0.4 0.4 0.0 9.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.4 0.3 0.0 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.9 6.8 8.4 0.0 19.9 0.0 LnGrp LOS A A A A B Approach Vol, veh/h 114 213 75 A Approach Delay, s/veh 7.1 8.4 19.9 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 6.5 7.1 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 3.0 3.2 3.2 Green Ext Time (p_c), s 0.5 0.4 1.2 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 10 16 25 11 6 41 638 112 9 393 10 Future Volume (vph) 11 10 16 25 11 6 41 638 112 9 393 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 3 3 5 2 2 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 82% 20% 25% 40% 18% 0% 22% 7% 14% 22% 4% 20% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 92.9 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 10 16 25 11 6 41 638 112 9 393 10 Future Volume (veh/h) 11 10 16 25 11 6 41 638 112 9 393 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 685 1604 1530 1307 1633 1900 1574 1796 1693 1574 1841 1604 Adj Flow Rate, veh/h 12 11 0 26 12 6 43 672 118 9 414 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 82 20 25 40 18 0 22 7 14 22 4 20 Cap, veh/h 10 96 38 122 119 519 863 687 266 1555 41 Arrive On Green 0.02 0.06 0.00 0.03 0.07 0.07 0.05 0.48 0.48 0.01 0.45 0.45 Sat Flow, veh/h 652 1604 1296 1245 1633 1587 1499 1796 1430 1499 3480 92 Grp Volume(v), veh/h 12 11 0 26 12 6 43 672 118 9 208 217 Grp Sat Flow(s),veh/h/ln 652 1604 1296 1245 1633 1587 1499 1796 1430 1499 1749 1824 Q Serve(g_s), s 0.7 0.3 0.0 1.0 0.3 0.2 0.7 14.9 2.2 0.2 3.6 3.6 Cycle Q Clear(g_c), s 0.7 0.3 0.0 1.0 0.3 0.2 0.7 14.9 2.2 0.2 3.6 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 10 96 38 122 119 519 863 687 266 781 815 V/C Ratio(X) 1.19 0.12 0.68 0.10 0.05 0.08 0.78 0.17 0.03 0.27 0.27 Avail Cap(c_a), veh/h 272 2075 624 2045 1988 1077 2625 2089 2126 2555 2665 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.6 21.3 0.0 23.0 20.7 20.6 6.5 10.3 7.0 8.9 8.3 8.3 Incr Delay (d2), s/veh 194.5 0.5 0.0 19.5 0.3 0.2 0.1 1.6 0.1 0.1 0.2 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 0.6 0.1 0.0 0.5 0.1 0.1 0.2 4.4 0.5 0.0 1.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 218.1 21.9 0.0 42.5 21.0 20.8 6.6 11.9 7.2 9.0 8.5 8.5 LnGrp LOS F C D C C A B A A A A Approach Vol, veh/h 23 A 44 833 434 Approach Delay, s/veh 124.2 33.7 10.9 8.5 Approach LOS F C B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 7.9 7.2 26.4 5.7 8.6 5.6 28.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 3.0 2.3 2.7 5.6 2.7 2.3 2.2 16.9 Green Ext Time (p_c), s 0.0 0.0 0.1 2.6 0.0 0.1 0.0 5.8 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 6 15 5 10 2 24 240 9 6 76 23 Future Volume (vph) 48 6 15 5 10 2 24 240 9 6 76 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 8 8 1 1 1 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 19% 17% 13% 0% 20% 0% 0% 4% 0% 20% 7% 22% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 13.0 24.0 15.0 26.0 15.0 26.0 15.0 26.0 Total Split (%) 16.3% 30.0% 18.8% 32.5% 18.8% 32.5% 18.8% 32.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 6 15 5 10 2 24 240 9 6 76 23 Future Volume (veh/h) 48 6 15 5 10 2 24 240 9 6 76 23 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 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 1618 1648 1707 1900 1604 1900 1900 1841 1900 1604 1796 1574 Adj Flow Rate, veh/h 55 7 17 6 11 2 28 276 10 7 87 26 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 19 17 13 0 20 0 0 4 0 20 7 22 Cap, veh/h 68 110 95 14 45 8 42 2288 83 11 1696 487 Arrive On Green 0.04 0.07 0.07 0.01 0.03 0.03 0.02 0.66 0.66 0.01 0.65 0.65 Sat Flow, veh/h 1541 1566 1349 1810 1309 238 1810 3443 124 1527 2615 752 Grp Volume(v), veh/h 55 7 17 6 0 13 28 140 146 7 56 57 Grp Sat Flow(s),veh/h/ln 1541 1566 1349 1810 0 1547 1810 1749 1818 1527 1706 1661 Q Serve(g_s), s 2.8 0.3 0.9 0.3 0.0 0.7 1.2 2.3 2.3 0.4 0.9 1.0 Cycle Q Clear(g_c), s 2.8 0.3 0.9 0.3 0.0 0.7 1.2 2.3 2.3 0.4 0.9 1.0 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.07 1.00 0.45 Lane Grp Cap(c), veh/h 68 110 95 14 0 53 42 1162 1208 11 1107 1077 V/C Ratio(X) 0.81 0.06 0.18 0.43 0.00 0.25 0.67 0.12 0.12 0.64 0.05 0.05 Avail Cap(c_a), veh/h 154 372 320 226 0 406 226 1162 1208 191 1107 1077 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 34.7 35.0 39.5 0.0 37.6 38.8 4.9 4.9 39.6 5.1 5.1 Incr Delay (d2), s/veh 8.2 0.1 0.3 14.3 0.0 0.9 16.8 0.2 0.2 20.4 0.1 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 1.2 0.1 0.3 0.2 0.0 0.3 0.7 0.8 0.8 0.2 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.1 34.8 35.3 53.8 0.0 38.5 55.6 5.1 5.1 60.0 5.2 5.2 LnGrp LOS D C D D A D E A A E A A Approach Vol, veh/h 79 19 314 120 Approach Delay, s/veh 42.8 43.3 9.6 8.4 Approach LOS D D A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.6 10.6 6.9 56.9 8.5 7.7 5.6 58.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 19.0 10.0 21.0 8.0 21.0 10.0 21.0 Max Q Clear Time (g_c+I1), s 2.3 2.9 3.2 3.0 4.8 2.7 2.4 4.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 11 9 0 5 2 4 26 2 3 18 7 Future Volume (vph) 17 11 9 0 5 2 4 26 2 3 18 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Heavy Vehicles (%) 6% 64% 44% 0% 40% 100% 0% 15% 50% 100% 44% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 23.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 11 9 0 5 2 4 26 2 3 18 7 Future Volume (veh/h) 17 11 9 0 5 2 4 26 2 3 18 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 952 1248 0 1307 418 1900 1678 1159 418 1248 1900 Adj Flow Rate, veh/h 26 17 14 0 8 3 6 40 3 5 28 11 Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Percent Heavy Veh, % 6 64 44 0 40 100 0 15 50 100 44 0 Cap, veh/h 345 25 94 0 81 30 15 587 44 414 92 36 Arrive On Green 0.09 0.09 0.09 0.00 0.09 0.09 0.01 0.38 0.38 0.11 0.11 0.11 Sat Flow, veh/h 432 283 1054 0 905 339 1810 1541 116 302 852 335 Grp Volume(v), veh/h 43 0 14 0 0 11 6 0 43 5 0 39 Grp Sat Flow(s),veh/h/ln 715 0 1054 0 0 1245 1810 0 1657 302 0 1187 Q Serve(g_s), s 1.0 0.0 0.2 0.0 0.0 0.2 0.1 0.0 0.3 0.3 0.0 0.6 Cycle Q Clear(g_c), s 1.2 0.0 0.2 0.0 0.0 0.2 0.1 0.0 0.3 0.3 0.0 0.6 Prop In Lane 0.60 1.00 0.00 0.27 1.00 0.07 1.00 0.28 Lane Grp Cap(c), veh/h 370 0 94 0 0 111 15 0 631 414 0 128 V/C Ratio(X) 0.12 0.00 0.15 0.00 0.00 0.10 0.40 0.00 0.07 0.01 0.00 0.30 Avail Cap(c_a), veh/h 1133 0 1116 0 0 1319 1438 0 3949 862 0 1886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.4 0.0 7.9 0.0 0.0 7.9 9.3 0.0 3.7 7.6 0.0 7.8 Incr Delay (d2), s/veh 0.1 0.0 0.7 0.0 0.0 0.4 16.7 0.0 0.1 0.0 0.0 2.8 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 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.6 0.0 8.7 0.0 0.0 8.3 26.0 0.0 3.8 7.7 0.0 10.6 LnGrp LOS A A A A A A C A A A A B Approach Vol, veh/h 57 11 49 44 Approach Delay, s/veh 8.6 8.3 6.5 10.3 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 6.7 5.2 7.0 6.7 12.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 3.2 2.1 2.6 2.2 2.3 Green Ext Time (p_c), s 0.2 0.0 0.4 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 94 297 67 27 313 0 0 85 25 Future Volume (vph) 0 0 0 94 297 67 27 313 0 0 85 25 Satd. Flow (prot) 0 0 0 0 6096 0 0 3349 0 0 3130 0 Flt Permitted 0.990 0.928 Satd. Flow (perm) 0 0 0 0 6042 0 0 3119 0 0 3130 0 Satd. Flow (RTOR)65 31 Confl. Peds. (#/hr) 9 43 43 9 5 12 12 5 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 3% 4% 2% 0% 8% 0% 0% 13% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 573 0 0 425 0 0 137 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)37.0 37.0 10.0 43.0 33.0 Total Split (%)46.3% 46.3% 12.5% 53.8% 41.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)32.0 38.0 28.0 Actuated g/C Ratio 0.40 0.48 0.35 v/c Ratio 0.23 0.28 0.12 Control Delay 14.3 12.7 12.7 Queue Delay 0.0 0.0 0.0 Total Delay 14.3 12.7 12.7 LOS B B B Approach Delay 14.3 12.7 12.7 Approach LOS B B B Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 15 (19%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.28 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 434 15 0 0 0 0 317 69 84 99 0 Future Volume (vph) 28 434 15 0 0 0 0 317 69 84 99 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 426 822 652 Travel Time (s) 8.4 9.7 18.7 14.8 Confl. Peds. (#/hr) 7 1 1 7 7 13 13 7 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Heavy Vehicles (%) 11% 5% 13% 0% 0% 0% 0% 7% 3% 10% 6% 0% Shared Lane Traffic (%) Turn Type Perm NA NA Perm NA Protected Phases 6 8 4 Permitted Phases 6 4 Detector Phase 6 6 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 22.0 22.0 22.0 Total Split (s) 27.0 27.0 53.0 53.0 53.0 Total Split (%) 33.8% 33.8%66.3% 66.3% 66.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min C-Min C-Min C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 7 (9%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 16: Park Ave N & N 3rd St HCM 6th Signalized Intersection Summary 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 434 15 0 0 0 0 317 69 84 99 0 Future Volume (veh/h) 28 434 15 0 0 0 0 317 69 84 99 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1737 1826 1707 0 1796 1856 1752 1811 0 Adj Flow Rate, veh/h 36 556 19 0 406 88 108 127 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 11 5 13 0 7 3 10 6 0 Cap, veh/h 346 717 24 0 1856 399 620 1042 0 Arrive On Green 0.21 0.21 0.21 0.00 0.67 0.67 0.67 0.67 0.00 Sat Flow, veh/h 1654 3421 117 0 2879 599 796 1648 0 Grp Volume(v), veh/h 36 282 293 0 247 247 108 127 0 Grp Sat Flow(s),veh/h/ln 1654 1735 1803 0 1706 1682 796 1566 0 Q Serve(g_s), s 1.4 12.3 12.3 0.0 4.5 4.6 4.4 2.4 0.0 Cycle Q Clear(g_c), s 1.4 12.3 12.3 0.0 4.5 4.6 9.0 2.4 0.0 Prop In Lane 1.00 0.06 0.00 0.36 1.00 0.00 Lane Grp Cap(c), veh/h 346 363 378 0 1136 1119 620 1042 0 V/C Ratio(X) 0.10 0.78 0.78 0.00 0.22 0.22 0.17 0.12 0.00 Avail Cap(c_a), veh/h 455 477 496 0 1136 1119 620 1042 0 HCM Platoon Ratio 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 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.6 29.8 29.9 0.0 5.2 5.2 7.0 4.9 0.0 Incr Delay (d2), s/veh 0.1 5.8 5.6 0.0 0.4 0.5 0.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 5.5 5.7 0.0 1.4 1.5 0.8 0.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.7 35.6 35.5 0.0 5.7 5.7 7.6 5.1 0.0 LnGrp LOS C D D A A A A A A Approach Vol, veh/h 611 494 235 Approach Delay, s/veh 35.0 5.7 6.3 Approach LOS C A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 58.2 21.8 58.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 22.0 48.0 Max Q Clear Time (g_c+I1), s 11.0 14.3 6.6 Green Ext Time (p_c), s 1.2 2.2 2.1 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B HCM 6th AWSC 17: Burnett Ave N & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 13 6 12 0 25 53 17 3 0 Future Vol, veh/h 0 8 0 13 6 12 0 25 53 17 3 0 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 0 0 0 9 0 0 0 4 8 0 0 0 Mvmt Flow 0 10 0 16 7 15 0 30 65 21 4 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.2 7.3 7.1 7.4 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 42% 85% Vol Thru, % 32% 100% 19% 15% Vol Right, % 68% 0% 39% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 78 8 31 20 LT Vol 0 0 13 17 Through Vol 25 8 6 3 RT Vol 53 0 12 0 Lane Flow Rate 95 10 38 24 Geometry Grp 1 1 1 1 Degree of Util (X) 0.097 0.011 0.043 0.029 Departure Headway (Hd) 3.663 4.138 4.121 4.227 Convergence, Y/N Yes Yes Yes Yes Cap 977 861 866 846 Service Time 1.69 2.183 2.159 2.259 HCM Lane V/C Ratio 0.097 0.012 0.044 0.028 HCM Control Delay 7.1 7.2 7.3 7.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0 0.1 0.1 HCM 6th AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 2 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 135 100 66 77 0 0 0 0 65 4 42 Future Vol, veh/h 0 135 100 66 77 0 0 0 0 65 4 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 Heavy Vehicles, % 0 7 3 5 7 0 0 0 0 6 50 10 Mvmt Flow 0 147 109 72 84 0 0 0 0 71 4 46 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 8.5 8.8 8.8 HCM LOS A A A Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 59% Vol Thru, % 100% 0% 0% 100% 4% Vol Right, % 0% 100% 0% 0% 38% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 135 100 66 77 111 LT Vol 0 0 66 0 65 Through Vol 135 0 0 77 4 RT Vol 0 100 0 0 42 Lane Flow Rate 147 109 72 84 121 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.207 0.13 0.112 0.12 0.162 Departure Headway (Hd) 5.071 4.299 5.61 5.141 4.83 Convergence, Y/N Yes Yes Yes Yes Yes Cap 709 834 639 697 743 Service Time 2.798 2.026 3.34 2.871 2.858 HCM Lane V/C Ratio 0.207 0.131 0.113 0.121 0.163 HCM Control Delay 9.1 7.7 9.1 8.6 8.8 HCM Lane LOS A A A A A HCM 95th-tile Q 0.8 0.4 0.4 0.4 0.6 HCM 6th AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 105 94 0 0 117 410 26 6 10 0 0 0 Future Vol, veh/h 105 94 0 0 117 410 26 6 10 0 0 0 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 Heavy Vehicles, % 11 4 0 0 5 4 7 100 0 0 0 0 Mvmt Flow 112 100 0 0 124 436 28 6 11 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.2 10.5 9 HCM LOS A B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 62% 100% 0% 0% 0% Vol Thru, % 14% 0% 100% 100% 0% Vol Right, % 24% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 42 105 94 117 410 LT Vol 26 105 0 0 0 Through Vol 6 0 94 117 0 RT Vol 10 0 0 0 410 Lane Flow Rate 45 112 100 124 436 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.069 0.178 0.142 0.17 0.507 Departure Headway (Hd) 5.544 5.738 5.116 4.904 4.185 Convergence, Y/N Yes Yes Yes Yes Yes Cap 645 627 701 733 864 Service Time 3.584 3.465 2.843 2.621 1.902 HCM Lane V/C Ratio 0.07 0.179 0.143 0.169 0.505 HCM Control Delay 9 9.7 8.7 8.6 11.1 HCM Lane LOS A A A A B HCM 95th-tile Q 0.2 0.6 0.5 0.6 2.9 Lanes, Volumes, Timings 20: Southport Dr & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 4 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 8 74 71 17 10 2 Future Volume (vph) 8 74 71 17 10 2 Satd. Flow (prot) 0 3560 3487 0 1781 0 Flt Permitted 0.944 0.959 Satd. Flow (perm) 0 3375 3487 0 1781 0 Satd. Flow (RTOR) 20 2 Confl. Peds. (#/hr) 12 12 5 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 95 103 0 14 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)25.8 15.0 94.2 28.0 36.0 70.2 Total Split (%)15.8% 9% 58% 17% 22% 43% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Min None None Min Act Effct Green (s) 46.5 46.5 6.6 Actuated g/C Ratio 0.78 0.78 0.11 v/c Ratio 0.04 0.04 0.07 Control Delay 2.3 0.0 30.9 Queue Delay 0.0 0.0 0.0 Total Delay 2.3 0.1 30.9 LOS A A C Approach Delay 2.3 0.1 30.9 Approach LOS A A C Intersection Summary Cycle Length: 163 Actuated Cycle Length: 59.5 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 20.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 20: Southport Dr & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 1 72 0 0 0 84 506 62 14 118 4 Future Volume (vph) 5 1 72 0 0 0 84 506 62 14 118 4 Satd. Flow (prot) 0 1822 1615 0 0 0 3502 1772 0 1805 1836 0 Flt Permitted 0.959 0.950 0.950 Satd. Flow (perm) 0 1787 1579 0 0 0 3493 1772 0 1802 1836 0 Satd. Flow (RTOR) 82 6 1 Confl. Peds. (#/hr) 12 2 2 12 1 1 1 1 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 5% 7% 0% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 7 82 0 0 0 95 645 0 16 139 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)36.0 94.2 15.0 70.2 Total Split (%)22.1% 57.8% 9.2% 43.1% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Min None Min Act Effct Green (s) 15.7 19.4 8.5 30.8 6.7 18.0 Actuated g/C Ratio 0.26 0.33 0.14 0.52 0.11 0.30 v/c Ratio 0.01 0.14 0.19 0.70 0.08 0.25 Control Delay 21.5 3.6 28.6 17.0 32.8 16.5 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 21.5 3.6 28.6 17.1 32.8 16.5 LOS C A C B C B Approach Delay 5.0 18.6 18.2 Approach LOS A B B Intersection Summary Cycle Length: 163 Actuated Cycle Length: 59.5 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - AM Peak Hour Page 6 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 28.0 25.8 Total Split (%) 17% 16% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Traffic Impact AnalysisSouthport West – Renton, WA Existing 2022 PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 532 338 106 867 272 543 Future Volume (vph) 532 338 106 867 272 543 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Confl. Peds. (#/hr)1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 2% 3% 1% 3% 1% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 39.0 38.0 77.0 43.0 Total Split (%) 32.5% 31.7% 64.2% 35.8% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 532 338 106 867 272 543 Future Volume (veh/h) 532 338 106 867 272 543 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1954 1940 1573 1601 1709 1736 Adj Flow Rate, veh/h 543 0 108 885 278 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 2 3 1 3 1 Cap, veh/h 2144 131 2169 314 Arrive On Green 0.58 0.00 0.09 0.71 0.19 0.00 Sat Flow, veh/h 3809 1644 1499 3121 1628 1471 Grp Volume(v), veh/h 543 0 108 885 278 0 Grp Sat Flow(s),veh/h/ln 1856 1644 1499 1521 1628 1471 Q Serve(g_s), s 8.7 0.0 8.5 14.1 20.0 0.0 Cycle Q Clear(g_c), s 8.7 0.0 8.5 14.1 20.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2144 131 2169 314 V/C Ratio(X) 0.25 0.83 0.41 0.89 Avail Cap(c_a), veh/h 2144 402 2169 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 53.9 7.0 47.2 0.0 Incr Delay (d2), s/veh 0.3 0.0 12.3 0.6 13.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 3.6 4.2 9.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 0.0 66.2 7.5 60.4 0.0 LnGrp LOS B E A E Approach Vol, veh/h 543 A 993 278 A Approach Delay, s/veh 12.8 13.9 60.4 Approach LOS B B E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.3 75.1 28.6 91.4 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 32.2 33.2 37.5 71.2 Max Q Clear Time (g_c+I1), s 10.5 10.7 22.0 16.1 Green Ext Time (p_c), s 0.2 3.7 1.2 7.5 Intersection Summary HCM 6th Ctrl Delay 20.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 757 219 384 754 0 0 0 0 128 3 310 Future Volume (vph) 0 757 219 384 754 0 0 0 0 128 3 310 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1093 641 873 955 Travel Time (s) 21.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 4 4 4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 1% 6% 2% 1% 0% 0% 0% 0% 2% 0% 3% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 43.0 40.0 83.0 37.0 37.0 Total Split (%) 35.8% 33.3% 69.2%30.8% 30.8% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 757 219 384 754 0 0 0 0 128 3 310 Future Volume (veh/h) 0 757 219 384 754 0 0 0 0 128 3 310 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1881 1812 1587 1601 0 1903 1931 1890 Adj Flow Rate, veh/h 0 780 0 396 777 0 132 3 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 1 6 2 1 0 2 0 3 Cap, veh/h 0 2484 421 2466 0 171 4 Arrive On Green 0.00 0.48 0.00 0.09 0.27 0.00 0.09 0.09 0.00 Sat Flow, veh/h 0 5305 1536 1511 3121 0 1800 41 1601 Grp Volume(v), veh/h 0 780 0 396 777 0 135 0 0 Grp Sat Flow(s),veh/h/ln 0 1712 1536 1511 1521 0 1841 0 1601 Q Serve(g_s), s 0.0 11.1 0.0 31.2 24.5 0.0 8.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.1 0.0 31.2 24.5 0.0 8.6 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.98 1.00 Lane Grp Cap(c), veh/h 0 2484 421 2466 0 175 0 V/C Ratio(X) 0.00 0.31 0.94 0.32 0.00 0.77 0.00 Avail Cap(c_a), veh/h 0 2484 431 2466 0 483 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.81 0.00 0.75 0.75 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 18.9 0.0 53.5 17.3 0.0 53.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 23.7 0.3 0.0 9.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.4 0.0 15.5 10.0 0.0 4.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 19.1 0.0 77.1 17.5 0.0 62.9 0.0 0.0 LnGrp LOS A B E B A E A Approach Vol, veh/h 780 A 1173 135 A Approach Delay, s/veh 19.1 37.7 62.9 Approach LOS B D E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 39.3 63.9 16.9 103.1 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 34.2 37.2 31.5 77.2 Max Q Clear Time (g_c+I1), s 33.2 13.1 10.6 26.5 Green Ext Time (p_c), s 0.2 7.6 0.9 9.3 Intersection Summary HCM 6th Ctrl Delay 32.4 HCM 6th LOS C Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/18/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 167 538 23 252 643 180 8 92 263 158 91 225 Future Volume (vph) 167 538 23 252 643 180 8 92 263 158 91 225 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 636 1093 561 507 Travel Time (s) 12.4 21.3 12.8 11.5 Confl. Peds. (#/hr) 3 3 3 3 30 30 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 Heavy Vehicles (%) 1% 3% 26% 1% 2% 2% 0% 2% 0% 3% 0% 1% Shared Lane Traffic (%)34% 23% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 35.0 55.0 35.0 17.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 Total Split (%) 21.9% 34.4% 21.9% 10.6% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 107.7 Natural Cycle: 105 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/18/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 538 23 252 643 180 8 92 263 158 91 225 Future Volume (veh/h) 167 538 23 252 643 180 8 92 263 158 91 225 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 0.95 1.00 0.94 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 178 572 0 268 684 191 9 228 194 132 147 239 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, % 1 3 26 1 2 2 0 2 0 3 0 1 Cap, veh/h 286 863 420 1104 932 13 318 437 421 453 488 Arrive On Green 0.08 0.24 0.00 0.10 0.27 0.27 0.18 0.18 0.18 0.24 0.24 0.24 Sat Flow, veh/h 3483 3618 0 4064 4151 1845 71 1796 1528 1767 1900 1497 Grp Volume(v), veh/h 178 572 0 268 684 191 237 0 194 132 147 239 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1845 1867 0 1528 1767 1900 1497 Q Serve(g_s), s 4.2 12.4 0.0 5.3 12.2 4.8 10.1 0.0 8.8 5.2 5.4 10.9 Cycle Q Clear(g_c), s 4.2 12.4 0.0 5.3 12.2 4.8 10.1 0.0 8.8 5.2 5.4 10.9 Prop In Lane 1.00 0.00 1.00 1.00 0.04 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 286 863 420 1104 932 330 0 437 421 453 488 V/C Ratio(X) 0.62 0.66 0.64 0.62 0.20 0.72 0.00 0.44 0.31 0.32 0.49 Avail Cap(c_a), veh/h 1237 2087 1443 1104 932 663 0 709 628 675 663 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 28.8 0.0 36.3 27.2 11.6 32.8 0.0 25.1 26.5 26.6 23.2 Incr Delay (d2), s/veh 3.1 1.3 0.0 2.3 1.2 0.2 4.1 0.0 1.0 0.6 0.6 1.1 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 1.9 5.1 0.0 2.7 6.0 3.0 4.8 0.0 3.2 2.2 2.5 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.6 30.0 0.0 38.6 28.5 11.7 36.9 0.0 26.1 27.1 27.1 24.3 LnGrp LOS D C D C B D A C C C C Approach Vol, veh/h 750 A 1143 431 518 Approach Delay, s/veh 32.5 28.1 32.0 25.8 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 25.7 25.1 11.9 27.5 19.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 50.0 30.0 30.0 12.0 30.0 Max Q Clear Time (g_c+I1), s 7.3 14.4 12.9 6.2 14.2 12.1 Green Ext Time (p_c), s 1.4 6.0 3.0 0.9 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 537 21 278 584 3 30 2 179 21 3 3 Future Volume (vph) 3 537 21 278 584 3 30 2 179 21 3 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1000 636 271 595 Travel Time (s) 19.5 12.4 6.2 13.5 Confl. Peds. (#/hr) 9 9 16 16 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 Heavy Vehicles (%) 0% 2% 0% 3% 1% 33% 17% 0% 5% 29% 0% 33% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Split NA pt+ov Split NA Protected Phases 5 2 1 6 4 4 4 1 8 8 Permitted Phases 6 Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 31.0 11.0 36.0 36.0 11.0 11.0 32.0 32.0 Total Split (s) 25.0 80.0 35.0 90.0 90.0 40.0 40.0 40.0 40.0 Total Split (%) 12.8% 41.0% 17.9% 46.2% 46.2% 20.5% 20.5% 20.5% 20.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 195 Actuated Cycle Length: 67.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N HCM 6th Signalized Intersection Summary 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 537 21 278 584 3 30 2 179 21 3 3 Future Volume (veh/h) 3 537 21 278 584 3 30 2 179 21 3 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.93 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1870 1900 1856 1885 1411 1648 1900 1826 1470 1900 1411 Adj Flow Rate, veh/h 3 559 22 290 608 3 31 2 186 22 3 3 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 2 0 3 1 33 17 0 5 29 0 33 Cap, veh/h 7 875 34 456 1361 451 185 12 635 237 74 74 Arrive On Green 0.00 0.25 0.25 0.13 0.38 0.38 0.11 0.11 0.11 0.09 0.09 0.09 Sat Flow, veh/h 1810 3483 137 3428 3582 1187 1705 110 2522 2716 850 850 Grp Volume(v), veh/h 3 285 296 290 608 3 33 0 186 22 0 6 Grp Sat Flow(s),veh/h/ln 1810 1777 1843 1714 1791 1187 1815 0 1261 1358 0 1699 Q Serve(g_s), s 0.1 6.8 6.8 3.8 6.0 0.1 0.8 0.0 2.9 0.4 0.0 0.2 Cycle Q Clear(g_c), s 0.1 6.8 6.8 3.8 6.0 0.1 0.8 0.0 2.9 0.4 0.0 0.2 Prop In Lane 1.00 0.07 1.00 1.00 0.94 1.00 1.00 0.50 Lane Grp Cap(c), veh/h 7 446 463 456 1361 451 196 0 635 237 0 148 V/C Ratio(X) 0.41 0.64 0.64 0.64 0.45 0.01 0.17 0.00 0.29 0.09 0.00 0.04 Avail Cap(c_a), veh/h 761 2801 2905 2162 6400 2121 1335 0 2218 1999 0 1250 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 23.6 15.9 15.9 19.5 11.0 9.2 19.3 0.0 14.8 20.0 0.0 19.9 Incr Delay (d2), s/veh 12.7 0.6 0.6 0.6 0.1 0.0 0.1 0.0 0.1 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.4 2.5 1.4 1.9 0.0 0.3 0.0 0.7 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.4 16.5 16.4 20.1 11.1 9.2 19.4 0.0 14.9 20.0 0.0 19.9 LnGrp LOS D B B C B A B A B C A B Approach Vol, veh/h 584 901 219 28 Approach Delay, s/veh 16.6 14.0 15.6 20.0 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.3 16.9 10.1 5.2 23.1 9.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 75.0 35.0 20.0 85.0 35.0 Max Q Clear Time (g_c+I1), s 5.8 8.8 4.9 2.1 8.0 2.4 Green Ext Time (p_c), s 0.5 2.3 0.6 0.0 2.9 0.0 Intersection Summary HCM 6th Ctrl Delay 15.1 HCM 6th LOS B Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 66 62 55 35 51 35 113 156 36 38 173 70 Future Volume (vph) 66 62 55 35 51 35 113 156 36 38 173 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 26 38 38 26 38 38 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 0% 0% 20% 0% 3% 0% 0% 5% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 59.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 62 55 35 51 35 113 156 36 38 173 70 Future Volume (veh/h) 66 62 55 35 51 35 113 156 36 38 173 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.95 0.93 1.00 0.92 1.00 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1604 1900 1856 1900 1900 1826 1885 Adj Flow Rate, veh/h 73 69 61 39 57 39 126 173 40 42 192 78 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 0 0 20 0 3 0 0 5 1 Cap, veh/h 459 179 158 416 173 118 193 688 153 99 457 175 Arrive On Green 0.08 0.20 0.20 0.05 0.17 0.17 0.11 0.24 0.24 0.05 0.19 0.19 Sat Flow, veh/h 1810 902 797 1810 1018 697 1810 2815 627 1810 2373 907 Grp Volume(v), veh/h 73 0 130 39 0 96 126 106 107 42 137 133 Grp Sat Flow(s),veh/h/ln 1810 0 1699 1810 0 1715 1810 1763 1680 1810 1735 1545 Q Serve(g_s), s 1.4 0.0 2.9 0.8 0.0 2.2 3.0 2.1 2.3 1.0 3.1 3.4 Cycle Q Clear(g_c), s 1.4 0.0 2.9 0.8 0.0 2.2 3.0 2.1 2.3 1.0 3.1 3.4 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.37 1.00 0.59 Lane Grp Cap(c), veh/h 459 0 337 416 0 291 193 431 411 99 334 298 V/C Ratio(X) 0.16 0.00 0.39 0.09 0.00 0.33 0.65 0.25 0.26 0.42 0.41 0.45 Avail Cap(c_a), veh/h 1333 0 1341 1343 0 1354 1020 1391 1326 1020 1369 1219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.1 0.0 15.4 13.8 0.0 16.2 19.0 13.5 13.5 20.3 15.7 15.8 Incr Delay (d2), s/veh 0.2 0.0 0.7 0.1 0.0 0.7 3.7 0.3 0.3 2.9 0.8 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 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 1.1 0.3 0.0 0.8 1.3 0.8 0.8 0.5 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.2 0.0 16.2 13.9 0.0 16.9 22.7 13.8 13.9 23.2 16.5 16.9 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 203 135 339 312 Approach Delay, s/veh 15.1 16.0 17.1 17.6 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.3 13.8 9.7 13.5 8.6 12.5 7.4 15.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.8 4.9 5.0 5.4 3.4 4.2 3.0 4.3 Green Ext Time (p_c), s 0.1 0.8 0.3 1.7 0.2 0.6 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 16.7 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 13 56 63 11 25 22 147 56 67 168 62 Future Volume (vph) 138 13 56 63 11 25 22 147 56 67 168 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 1041 358 Travel Time (s) 17.8 4.1 28.4 9.8 Confl. Peds. (#/hr) 3 3 3 3 11 11 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 2% 1% 10% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 49.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 138 13 56 63 11 25 22 147 56 67 168 62 Future Volume (veh/h) 138 13 56 63 11 25 22 147 56 67 168 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.98 0.99 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1870 1885 1752 Adj Flow Rate, veh/h 160 15 65 73 13 29 26 171 65 78 195 72 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 0 0 0 0 0 0 0 1 0 2 1 10 Cap, veh/h 441 29 125 390 28 62 389 268 102 430 327 121 Arrive On Green 0.11 0.09 0.09 0.07 0.05 0.05 0.03 0.21 0.21 0.08 0.25 0.25 Sat Flow, veh/h 1810 308 1335 1810 521 1161 1810 1291 491 1781 1304 482 Grp Volume(v), veh/h 160 0 80 73 0 42 26 0 236 78 0 267 Grp Sat Flow(s),veh/h/ln 1810 0 1642 1810 0 1682 1810 0 1781 1781 0 1786 Q Serve(g_s), s 2.9 0.0 1.7 1.3 0.0 0.9 0.4 0.0 4.4 1.2 0.0 4.8 Cycle Q Clear(g_c), s 2.9 0.0 1.7 1.3 0.0 0.9 0.4 0.0 4.4 1.2 0.0 4.8 Prop In Lane 1.00 0.81 1.00 0.69 1.00 0.28 1.00 0.27 Lane Grp Cap(c), veh/h 441 0 154 390 0 90 389 0 370 430 0 448 V/C Ratio(X) 0.36 0.00 0.52 0.19 0.00 0.47 0.07 0.00 0.64 0.18 0.00 0.60 Avail Cap(c_a), veh/h 1487 0 1586 1509 0 1625 1580 0 1720 1525 0 1725 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 15.7 14.4 0.0 16.6 10.8 0.0 13.1 10.0 0.0 12.0 Incr Delay (d2), s/veh 0.2 0.0 1.0 0.1 0.0 1.4 0.0 0.0 0.7 0.1 0.0 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 1.0 0.0 0.6 0.5 0.0 0.3 0.1 0.0 1.5 0.4 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 0.0 16.7 14.5 0.0 18.0 10.8 0.0 13.8 10.1 0.0 12.4 LnGrp LOS B A B B A B B A B B A B Approach Vol, veh/h 240 115 262 345 Approach Delay, s/veh 14.9 15.8 13.5 11.9 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 8.4 6.2 14.1 9.0 6.9 7.7 12.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.3 3.7 2.4 6.8 4.9 2.9 3.2 6.4 Green Ext Time (p_c), s 0.0 0.2 0.0 1.1 0.1 0.1 0.1 0.8 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 14 13 13 90 2 56 4 653 81 14 639 2 Future Volume (vph) 14 13 13 90 2 56 4 653 81 14 639 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 998 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 1 6 6 1 32 2 2 32 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 1% 0% 0% 0% 2% 0% 0% 2% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 84.6 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 13 13 90 2 56 4 653 81 14 639 2 Future Volume (veh/h) 14 13 13 90 2 56 4 653 81 14 639 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1900 1900 1900 1870 1900 1900 1870 1900 Adj Flow Rate, veh/h 14 13 0 93 2 58 4 673 84 14 659 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 1 0 0 0 2 0 0 2 0 Cap, veh/h 31 118 123 152 131 10 807 101 31 947 3 Arrive On Green 0.02 0.03 0.00 0.07 0.08 0.08 0.01 0.50 0.50 0.02 0.51 0.51 Sat Flow, veh/h 1810 3610 1610 1795 1805 1553 1810 1626 203 1810 1864 6 Grp Volume(v), veh/h 14 13 0 93 2 58 4 0 757 14 0 661 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1795 1805 1553 1810 0 1829 1810 0 1869 Q Serve(g_s), s 0.5 0.2 0.0 3.1 0.1 2.2 0.1 0.0 21.8 0.5 0.0 16.5 Cycle Q Clear(g_c), s 0.5 0.2 0.0 3.1 0.1 2.2 0.1 0.0 21.8 0.5 0.0 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.00 Lane Grp Cap(c), veh/h 31 118 123 152 131 10 0 907 31 0 949 V/C Ratio(X) 0.45 0.11 0.75 0.01 0.44 0.41 0.00 0.83 0.45 0.00 0.70 Avail Cap(c_a), veh/h 591 1827 586 914 786 502 0 2807 443 0 2869 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.8 28.8 0.0 28.0 25.7 26.7 30.4 0.0 13.3 29.8 0.0 11.5 Incr Delay (d2), s/veh 9.7 0.4 0.0 9.0 0.0 2.4 25.5 0.0 2.1 9.7 0.0 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 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.1 0.0 1.6 0.0 0.9 0.1 0.0 7.6 0.3 0.0 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.5 29.2 0.0 37.0 25.8 29.0 55.9 0.0 15.4 39.5 0.0 12.4 LnGrp LOS D C D C C E A B D A B Approach Vol, veh/h 27 A 153 761 675 Approach Delay, s/veh 34.5 33.8 15.6 13.0 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 7.9 6.2 37.0 7.0 11.0 7.0 36.3 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 5.1 2.2 2.1 18.5 2.5 4.2 2.5 23.8 Green Ext Time (p_c), s 0.2 0.0 0.0 5.2 0.0 0.3 0.0 6.6 Intersection Summary HCM 6th Ctrl Delay 16.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 216 31 49 50 11 18 227 35 91 112 63 Future Volume (vph) 68 216 31 49 50 11 18 227 35 91 112 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 9 2 2 9 6 11 11 6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 4% 0% 0% 4% 0% 0% 2% 0% 3% 2% 2% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 24.0 35.0 24.0 35.0 57.0 77.0 24.0 44.0 Total Split (%) 15.0% 21.9% 15.0% 21.9% 35.6% 48.1% 15.0% 27.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 50.4 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 216 31 49 50 11 18 227 35 91 112 63 Future Volume (veh/h) 68 216 31 49 50 11 18 227 35 91 112 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1841 1900 1900 1841 1900 1900 1870 1900 1856 1870 1870 Adj Flow Rate, veh/h 72 227 33 52 53 12 19 239 37 96 118 66 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 0 0 4 0 0 2 0 3 2 2 Cap, veh/h 479 478 69 385 403 88 43 578 88 147 554 290 Arrive On Green 0.07 0.16 0.16 0.06 0.14 0.14 0.02 0.19 0.19 0.08 0.25 0.25 Sat Flow, veh/h 1810 3063 439 1810 2843 620 1810 3083 470 1767 2243 1174 Grp Volume(v), veh/h 72 128 132 52 32 33 19 136 140 96 92 92 Grp Sat Flow(s),veh/h/ln 1810 1749 1753 1810 1749 1715 1810 1777 1776 1767 1777 1640 Q Serve(g_s), s 1.3 2.6 2.7 0.9 0.6 0.7 0.4 2.6 2.7 2.0 1.6 1.7 Cycle Q Clear(g_c), s 1.3 2.6 2.7 0.9 0.6 0.7 0.4 2.6 2.7 2.0 1.6 1.7 Prop In Lane 1.00 0.25 1.00 0.36 1.00 0.26 1.00 0.72 Lane Grp Cap(c), veh/h 479 273 274 385 248 243 43 333 333 147 439 405 V/C Ratio(X) 0.15 0.47 0.48 0.14 0.13 0.14 0.44 0.41 0.42 0.65 0.21 0.23 Avail Cap(c_a), veh/h 1243 1358 1361 1175 1358 1332 2436 3312 3310 869 1794 1656 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.5 14.8 14.9 12.9 14.5 14.5 18.6 13.8 13.8 17.2 11.6 11.6 Incr Delay (d2), s/veh 0.1 0.5 0.5 0.1 0.1 0.1 2.6 0.8 0.8 1.8 0.2 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 0.4 0.9 0.9 0.3 0.2 0.2 0.2 0.9 1.0 0.8 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.6 15.3 15.4 12.9 14.6 14.6 21.2 14.6 14.7 19.0 11.8 11.9 LnGrp LOS B B B B B B C B B B B B Approach Vol, veh/h 332 117 295 280 Approach Delay, s/veh 14.7 13.9 15.1 14.3 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.1 11.0 5.9 14.5 7.7 10.5 8.2 12.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 30.0 52.0 39.0 19.0 30.0 19.0 72.0 Max Q Clear Time (g_c+I1), s 2.9 4.7 2.4 3.7 3.3 2.7 4.0 4.7 Green Ext Time (p_c), s 0.0 1.0 0.0 1.1 0.1 0.2 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 140 1 25 220 2 49 Future Volume (vph) 140 1 25 220 2 49 Satd. Flow (prot) 3570 0 0 3355 1805 1495 Flt Permitted 0.923 0.950 Satd. Flow (perm) 3570 0 0 3112 1803 1495 Satd. Flow (RTOR) 1 58 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 1% 0% 60% 1% 0% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 168 0 0 292 2 58 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 35.1 35.1 7.1 7.1 Actuated g/C Ratio 0.77 0.77 0.16 0.16 v/c Ratio 0.06 0.12 0.01 0.21 Control Delay 3.2 3.2 14.5 7.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 3.2 14.5 7.5 LOS A A B A Approach Delay 3.2 3.2 7.8 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 45.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.21 Intersection Signal Delay: 3.8 Intersection LOS: A Intersection Capacity Utilization 38.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 86 2 0 111 196 0 0 1 125 0 154 Future Volume (vph) 101 86 2 0 111 196 0 0 1 125 0 154 Satd. Flow (prot) 0 3431 0 0 3171 0 0 1617 0 0 1805 1482 Flt Permitted 0.692 0.757 Satd. Flow (perm) 0 2436 0 0 3171 0 0 1617 0 0 1433 1482 Satd. Flow (RTOR) 2 213 907 167 Confl. Peds. (#/hr) 1 1 1 1 3 3 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 Heavy Vehicles (%) 1% 4% 0% 0% 4% 0% 0% 0% 0% 0% 0% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 205 0 0 334 0 0 1 0 0 136 167 Turn Type pm+pt NA NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 10.7 10.7 8.4 8.4 8.4 Actuated g/C Ratio 0.36 0.36 0.28 0.28 0.28 v/c Ratio 0.23 0.26 0.00 0.34 0.31 Control Delay 8.3 3.8 0.0 10.3 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.3 3.8 0.0 10.3 3.7 LOS A A A B A Approach Delay 8.3 3.8 6.7 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 29.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.34 Intersection Signal Delay: 5.9 Intersection LOS: A Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 4 197 291 6 59 15 Future Volume (vph) 4 197 291 6 59 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 1081 614 2389 Travel Time (s) 29.5 14.0 65.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 25% 2% 1% 17% 3% 7% Shared Lane Traffic (%) 49% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 42.4 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 4 197 291 6 59 15 Future Volume (veh/h) 4 197 291 6 59 15 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1530 1870 1885 1648 1856 1796 Adj Flow Rate, veh/h 4 219 328 0 66 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 25 2 1 17 3 7 Cap, veh/h 246 619 795 365 111 Arrive On Green 0.17 0.17 0.22 0.00 0.06 0.00 Sat Flow, veh/h 1457 1585 3591 1648 1856 1522 Grp Volume(v), veh/h 4 219 328 0 66 0 Grp Sat Flow(s),veh/h/ln 1457 1585 1795 1648 1856 1522 Q Serve(g_s), s 0.1 2.7 2.1 0.0 0.9 0.0 Cycle Q Clear(g_c), s 0.1 2.7 2.1 0.0 0.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 619 795 365 111 V/C Ratio(X) 0.02 0.35 0.41 0.00 0.60 Avail Cap(c_a), veh/h 1068 1513 4607 2115 1701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 9.4 5.9 9.1 0.0 12.5 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.5 0.0 7.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 0.6 0.0 0.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.5 6.4 9.6 0.0 19.6 0.0 LnGrp LOS A A A A B Approach Vol, veh/h 223 328 66 A Approach Delay, s/veh 6.4 9.6 19.6 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 6.6 9.6 11.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 2.9 4.7 4.1 Green Ext Time (p_c), s 0.4 1.0 1.9 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 19 82 54 4 16 17 693 83 9 682 7 Future Volume (vph) 29 19 82 54 4 16 17 693 83 9 682 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 1 1 8 3 3 8 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 Heavy Vehicles (%) 24% 0% 1% 22% 0% 0% 7% 2% 7% 0% 3% 29% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 106.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 19 82 54 4 16 17 693 83 9 682 7 Future Volume (veh/h) 29 19 82 54 4 16 17 693 83 9 682 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1544 1900 1885 1574 1900 1900 1796 1870 1796 1900 1856 1470 Adj Flow Rate, veh/h 31 20 0 58 4 17 18 745 89 10 733 8 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, % 24 0 1 22 0 0 7 2 7 0 3 29 Cap, veh/h 51 126 81 163 137 415 927 751 265 1739 19 Arrive On Green 0.03 0.07 0.00 0.05 0.09 0.09 0.02 0.50 0.50 0.01 0.49 0.49 Sat Flow, veh/h 1471 1900 1598 1499 1900 1601 1711 1870 1515 1810 3572 39 Grp Volume(v), veh/h 31 20 0 58 4 17 18 745 89 10 362 379 Grp Sat Flow(s),veh/h/ln 1471 1900 1598 1499 1900 1601 1711 1870 1515 1810 1763 1848 Q Serve(g_s), s 1.1 0.5 0.0 2.1 0.1 0.5 0.3 18.0 1.7 0.1 7.1 7.1 Cycle Q Clear(g_c), s 1.1 0.5 0.0 2.1 0.1 0.5 0.3 18.0 1.7 0.1 7.1 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 51 126 81 163 137 415 927 751 265 858 900 V/C Ratio(X) 0.61 0.16 0.72 0.02 0.12 0.04 0.80 0.12 0.04 0.42 0.42 Avail Cap(c_a), veh/h 546 2187 668 2116 1784 1013 2430 1968 2257 2291 2402 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 23.7 0.0 25.1 22.6 22.8 7.1 11.4 7.3 9.7 8.9 8.9 Incr Delay (d2), s/veh 11.4 0.6 0.0 11.3 0.1 0.4 0.0 1.7 0.1 0.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.2 0.0 0.9 0.0 0.2 0.1 5.9 0.4 0.0 2.2 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.0 24.3 0.0 36.4 22.6 23.2 7.1 13.1 7.3 9.7 9.3 9.2 LnGrp LOS D C D C C A B A A A A Approach Vol, veh/h 51 A 79 852 751 Approach Delay, s/veh 32.0 32.8 12.3 9.3 Approach LOS C C B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 8.6 6.2 31.2 6.9 9.6 5.7 31.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 4.1 2.5 2.3 9.1 3.1 2.5 2.1 20.0 Green Ext Time (p_c), s 0.1 0.1 0.0 5.1 0.0 0.1 0.0 6.6 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 16 35 3 1 1 5 206 3 2 294 14 Future Volume (vph) 93 16 35 3 1 1 5 206 3 2 294 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 2 1 1 2 8 5 5 8 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 Heavy Vehicles (%) 2% 13% 0% 0% 0% 0% 0% 2% 0% 0% 1% 29% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 25.0 35.0 25.0 65.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 19.4% 13.9% 36.1% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 40 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 16 35 3 1 1 5 206 3 2 294 14 Future Volume (veh/h) 93 16 35 3 1 1 5 206 3 2 294 14 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 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1707 1900 1900 1900 1900 1900 1870 1900 1900 1885 1470 Adj Flow Rate, veh/h 101 17 38 3 1 1 5 224 3 2 320 15 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 13 0 0 0 0 0 2 0 0 1 29 Cap, veh/h 166 158 140 7 7 7 10 929 12 6 890 42 Arrive On Green 0.09 0.10 0.10 0.00 0.01 0.01 0.01 0.26 0.26 0.00 0.26 0.26 Sat Flow, veh/h 1781 1622 1440 1810 869 869 1810 3590 48 1810 3482 163 Grp Volume(v), veh/h 101 17 38 3 0 2 5 111 116 2 164 171 Grp Sat Flow(s),veh/h/ln 1781 1622 1440 1810 0 1739 1810 1777 1861 1810 1791 1854 Q Serve(g_s), s 1.7 0.3 0.8 0.1 0.0 0.0 0.1 1.5 1.6 0.0 2.4 2.4 Cycle Q Clear(g_c), s 1.7 0.3 0.8 0.1 0.0 0.0 0.1 1.5 1.6 0.0 2.4 2.4 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.03 1.00 0.09 Lane Grp Cap(c), veh/h 166 158 140 7 0 15 10 460 481 6 458 474 V/C Ratio(X) 0.61 0.11 0.27 0.40 0.00 0.14 0.51 0.24 0.24 0.35 0.36 0.36 Avail Cap(c_a), veh/h 1135 1551 1377 1153 0 3325 1153 2265 2373 1153 3425 3546 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.7 12.9 13.1 15.6 0.0 15.4 15.6 9.2 9.2 15.6 9.6 9.6 Incr Delay (d2), s/veh 1.3 0.1 0.4 24.0 0.0 1.6 35.3 0.4 0.4 12.7 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 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.1 0.2 0.1 0.0 0.0 0.1 0.5 0.5 0.0 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.0 13.0 13.5 39.6 0.0 17.0 50.8 9.6 9.6 28.4 10.2 10.2 LnGrp LOS B B B D A B D A A C B B Approach Vol, veh/h 156 5 232 337 Approach Delay, s/veh 14.4 30.6 10.5 10.4 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.1 8.1 5.2 13.0 7.9 5.3 5.1 13.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 60.0 20.0 60.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.1 2.8 2.1 4.4 3.7 2.0 2.0 3.6 Green Ext Time (p_c), s 0.0 0.2 0.0 3.2 0.1 0.0 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 1 3 0 1 1 0 29 1 0 20 5 Future Volume (vph) 10 1 3 0 1 1 0 29 1 0 20 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 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 Heavy Vehicles (%) 10% 100% 67% 0% 0% 0% 0% 3% 0% 0% 50% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 19.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 1 3 0 1 1 0 29 1 0 20 5 Future Volume (veh/h) 10 1 3 0 1 1 0 29 1 0 20 5 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 1752 418 907 0 1900 1900 1900 1856 1900 1900 1159 1900 Adj Flow Rate, veh/h 11 1 3 0 1 1 0 31 1 0 22 5 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, % 10 100 67 0 0 0 0 3 0 0 50 0 Cap, veh/h 629 1 18 0 20 20 16 134 4 649 68 16 Arrive On Green 0.02 0.02 0.02 0.00 0.02 0.02 0.00 0.07 0.07 0.00 0.07 0.07 Sat Flow, veh/h 281 26 769 0 872 872 1810 1787 58 1399 914 208 Grp Volume(v), veh/h 12 0 3 0 0 2 0 0 32 0 0 27 Grp Sat Flow(s),veh/h/ln 307 0 769 0 0 1743 1810 0 1845 1399 0 1122 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Prop In Lane 0.92 1.00 0.00 0.50 1.00 0.03 1.00 0.19 Lane Grp Cap(c), veh/h 629 0 18 0 0 40 16 0 138 649 0 84 V/C Ratio(X) 0.02 0.00 0.17 0.00 0.00 0.05 0.00 0.00 0.23 0.00 0.00 0.32 Avail Cap(c_a), veh/h 1204 0 1387 0 0 3145 2448 0 7490 4331 0 3035 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 5.5 0.0 5.3 0.0 0.0 5.3 0.0 0.0 4.8 0.0 0.0 4.9 Incr Delay (d2), s/veh 0.0 0.0 4.4 0.0 0.0 0.5 0.0 0.0 1.8 0.0 0.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 0.0 9.8 0.0 0.0 5.8 0.0 0.0 6.6 0.0 0.0 9.5 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 15 2 32 27 Approach Delay, s/veh 6.3 5.8 6.6 9.5 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 5.3 0.0 5.8 5.3 5.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 2.3 0.0 2.3 2.0 2.2 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 7.6 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 48 238 32 31 166 0 0 351 46 Future Volume (vph) 0 0 0 48 238 32 31 166 0 0 351 46 Satd. Flow (prot) 0 0 0 0 6234 0 0 3355 0 0 3511 0 Flt Permitted 0.993 0.860 Satd. Flow (perm) 0 0 0 0 6234 0 0 2908 0 0 3511 0 Satd. Flow (RTOR)28 20 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 4% 2% 3% 0% 8% 0% 0% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 353 0 0 218 0 0 441 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)36.0 36.0 10.0 64.0 54.0 Total Split (%)36.0% 36.0% 10.0% 64.0% 54.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)31.0 59.0 49.0 Actuated g/C Ratio 0.31 0.59 0.49 v/c Ratio 0.18 0.13 0.25 Control Delay 23.4 12.7 14.6 Queue Delay 0.0 0.0 0.0 Total Delay 23.4 12.7 14.6 LOS C B B Approach Delay 23.4 12.7 14.6 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 90 (90%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.25 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 25 723 21 0 0 0 0 177 18 118 281 0 Future Volume (vph) 25 723 21 0 0 0 0 177 18 118 281 0 Satd. Flow (prot) 1612 3527 0 0 0 0 0 3298 0 0 3496 0 Flt Permitted 0.950 0.785 Satd. Flow (perm) 1597 3527 0 0 0 0 0 3298 0 0 2786 0 Satd. Flow (RTOR) 3 13 Confl. Peds. (#/hr) 6 6 3 3 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 Heavy Vehicles (%) 12% 2% 0% 0% 0% 0% 0% 7% 17% 1% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 27 791 0 0 0 0 0 207 0 0 425 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 22.0 10.0 22.0 Total Split (s) 40.0 40.0 45.0 15.0 60.0 Total Split (%) 40.0% 40.0%45.0% 15.0% 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode Min Min C-Min None C-Min Act Effct Green (s) 29.7 29.7 60.3 60.3 Actuated g/C Ratio 0.30 0.30 0.60 0.60 v/c Ratio 0.06 0.75 0.10 0.25 Control Delay 23.1 36.2 8.9 24.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 23.1 36.2 8.9 24.9 LOS C D A C Approach Delay 35.8 8.9 24.9 Approach LOS D A C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 89 (89%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St HCM 2010 AWSC 17: Burnett Ave N & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 7 0 25 19 17 1 12 36 38 24 2 Future Vol, veh/h 0 7 0 25 19 17 1 12 36 38 24 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 0 0 0 0 5 0 0 0 0 5 0 0 Mvmt Flow 0 8 0 28 21 19 1 13 40 43 27 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.3 7.4 6.9 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 2% 0% 41% 59% Vol Thru, % 24% 100% 31% 38% Vol Right, % 73% 0% 28% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 49 7 61 64 LT Vol 1 0 25 38 Through Vol 12 7 19 24 RT Vol 36 0 17 2 Lane Flow Rate 55 8 69 72 Geometry Grp 1 1 1 1 Degree of Util (X) 0.056 0.009 0.077 0.085 Departure Headway (Hd) 3.651 4.173 4.04 4.261 Convergence, Y/N Yes Yes Yes Yes Cap 973 849 880 838 Service Time 1.704 2.242 2.096 2.302 HCM Lane V/C Ratio 0.057 0.009 0.078 0.086 HCM Control Delay 6.9 7.3 7.4 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0 0.2 0.3 HCM 2010 AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 2 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 134 68 48 131 0 0 0 0 204 5 48 Future Vol, veh/h 0 134 68 48 131 0 0 0 0 204 5 48 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 0 1 3 4 1 0 0 0 0 3 60 2 Mvmt Flow 0 151 76 54 147 0 0 0 0 229 6 54 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 9.3 9.8 11.5 HCM LOS A A B Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 79% Vol Thru, % 100% 0% 0% 100% 2% Vol Right, % 0% 100% 0% 0% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 134 68 48 131 257 LT Vol 0 0 48 0 204 Through Vol 134 0 0 131 5 RT Vol 0 68 0 0 48 Lane Flow Rate 151 76 54 147 289 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.23 0.103 0.091 0.226 0.404 Departure Headway (Hd) 5.507 4.834 6.075 5.518 5.036 Convergence, Y/N Yes Yes Yes Yes Yes Cap 647 734 586 645 710 Service Time 3.286 2.613 3.857 3.3 3.097 HCM Lane V/C Ratio 0.233 0.104 0.092 0.228 0.407 HCM Control Delay 9.9 8.2 9.5 9.9 11.5 HCM Lane LOS A A A A B HCM 95th-tile Q 0.9 0.3 0.3 0.9 2 HCM 2010 AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 293 0 0 103 118 77 4 66 0 0 0 Future Vol, veh/h 45 293 0 0 103 118 77 4 66 0 0 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 2 0 0 1 2 4 75 0 0 0 0 Mvmt Flow 52 337 0 0 118 136 89 5 76 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 12.4 8.8 10.1 HCM LOS B A B Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 52% 100% 0% 0% 0% Vol Thru, % 3% 0% 100% 100% 0% Vol Right, % 45% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 147 45 293 103 118 LT Vol 77 45 0 0 0 Through Vol 4 0 293 103 0 RT Vol 66 0 0 0 118 Lane Flow Rate 169 52 337 118 136 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.247 0.082 0.488 0.176 0.176 Departure Headway (Hd) 5.255 5.724 5.22 5.354 4.665 Convergence, Y/N Yes Yes Yes Yes Yes Cap 679 623 687 665 762 Service Time 3.322 3.489 2.985 3.125 2.435 HCM Lane V/C Ratio 0.249 0.083 0.491 0.177 0.178 HCM Control Delay 10.1 9 12.9 9.3 8.4 HCM Lane LOS B A B A A HCM 95th-tile Q 1 0.3 2.7 0.6 0.6 Lanes, Volumes, Timings 20: Southport/Coulon Beach Park Dr & Coulon Beach Park Access 05/18/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 2 128 100 35 19 7 Future Volume (vph) 2 128 100 35 19 7 Satd. Flow (prot) 0 1880 3386 0 1684 0 Flt Permitted 0.999 0.965 Satd. Flow (perm) 0 1879 3386 0 1684 0 Satd. Flow (RTOR) 38 8 Confl. Peds. (#/hr) 25 25 15 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 0% 1% 1% 3% 5% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 143 148 0 29 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)26.0 12.4 78.6 28.0 21.0 70.0 Total Split (%)17.9% 9% 54% 19% 14% 48% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Max None None Max Act Effct Green (s) 95.2 95.2 7.1 Actuated g/C Ratio 0.84 0.84 0.06 v/c Ratio 0.09 0.05 0.26 Control Delay 1.7 0.1 46.7 Queue Delay 0.0 0.9 0.0 Total Delay 1.7 1.0 46.7 LOS A A D Approach Delay 1.7 1.0 46.7 Approach LOS A A D Intersection Summary Cycle Length: 145 Actuated Cycle Length: 112.8 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 20: Southport/Coulon Beach Park Dr & Coulon Beach Park Access Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/18/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 6 121 0 0 0 123 240 3 36 264 13 Future Volume (vph) 18 6 121 0 0 0 123 240 3 36 264 13 Satd. Flow (prot) 0 1832 1583 0 0 0 3433 1875 0 1752 1849 0 Flt Permitted 0.964 0.950 0.950 Satd. Flow (perm) 0 1816 1548 0 0 0 3391 1875 0 1752 1849 0 Satd. Flow (RTOR) 132 1 2 Confl. Peds. (#/hr) 7 2 2 7 7 7 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 Heavy Vehicles (%) 0% 0% 2% 0% 0% 0% 2% 0% 100% 3% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 27 132 0 0 0 134 264 0 39 301 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)21.0 78.6 12.4 70.0 Total Split (%)14.5% 54.2% 8.6% 48.3% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Max None Max Act Effct Green (s) 19.8 24.6 10.9 75.4 6.6 66.1 Actuated g/C Ratio 0.18 0.22 0.10 0.67 0.06 0.59 v/c Ratio 0.08 0.30 0.41 0.21 0.38 0.28 Control Delay 36.6 4.5 52.0 8.9 64.1 13.1 Queue Delay 0.1 0.2 0.0 0.0 0.0 0.0 Total Delay 36.7 4.8 52.0 8.9 64.1 13.1 LOS D A D A E B Approach Delay 10.2 23.4 18.9 Approach LOS B C B Intersection Summary Cycle Length: 145 Actuated Cycle Length: 112.8 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/18/2022 Southwest Port Synchro 10 Report 2022 Existing - PM Peak Hour Page 2 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 28.0 26.0 Total Split (%) 19% 18% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 No Action AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 366 597 327 930 237 109 Future Volume (vph) 366 597 327 930 237 109 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 5% 8% 4% 4% 7% 6% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 32.0 30.0 62.0 38.0 Total Split (%) 32.0% 30.0% 62.0% 38.0% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 17 (17%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 366 597 327 930 237 109 Future Volume (veh/h) 366 597 327 930 237 109 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1898 1857 1560 1560 1654 1668 Adj Flow Rate, veh/h 366 0 327 930 173 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 5 8 4 4 7 6 Cap, veh/h 1658 351 2234 210 Arrive On Green 0.46 0.00 0.24 0.75 0.13 0.00 Sat Flow, veh/h 3702 1574 1486 3042 1576 1414 Grp Volume(v), veh/h 366 0 327 930 173 0 Grp Sat Flow(s),veh/h/ln 1803 1574 1486 1482 1576 1414 Q Serve(g_s), s 6.1 0.0 21.6 11.3 10.7 0.0 Cycle Q Clear(g_c), s 6.1 0.0 21.6 11.3 10.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1658 351 2234 210 V/C Ratio(X) 0.22 0.93 0.42 0.83 Avail Cap(c_a), veh/h 1658 359 2234 512 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.2 0.0 37.4 4.4 42.2 0.0 Incr Delay (d2), s/veh 0.2 0.0 30.2 0.6 11.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 10.5 2.7 4.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 0.0 67.6 5.0 53.2 0.0 LnGrp LOS B E A D Approach Vol, veh/h 366 A 1257 173 A Approach Delay, s/veh 16.5 21.3 53.2 Approach LOS B C D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 29.4 51.8 18.8 81.2 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 24.2 26.2 32.5 56.2 Max Q Clear Time (g_c+I1), s 23.6 8.1 12.7 13.3 Green Ext Time (p_c), s 0.1 2.2 0.7 7.9 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 905 305 505 655 0 0 0 0 89 5 587 Future Volume (vph) 0 905 305 505 655 0 0 0 0 89 5 587 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 2 2 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1145 641 873 955 Travel Time (s) 22.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 1 1 Peak Hour 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 Heavy Vehicles (%) 0% 7% 3% 2% 6% 0% 0% 0% 0% 3% 0% 5% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 38.0 32.0 70.0 30.0 30.0 Total Split (%) 38.0% 32.0% 70.0%30.0% 30.0% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 1:WBL and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & N Southport Dr/Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 905 305 505 655 0 0 0 0 89 5 587 Future Volume (veh/h) 0 905 305 505 655 0 0 0 0 89 5 587 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1798 1853 1587 1532 0 1890 1931 1862 Adj Flow Rate, veh/h 0 905 0 505 655 0 89 5 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 7 3 2 6 0 3 0 5 Cap, veh/h 0 1244 765 2380 0 122 7 Arrive On Green 0.00 0.25 0.00 0.67 1.00 0.00 0.07 0.07 0.00 Sat Flow, veh/h 0 5071 1571 1511 2988 0 1746 98 1578 Grp Volume(v), veh/h 0 905 0 505 655 0 94 0 0 Grp Sat Flow(s),veh/h/ln 0 1636 1571 1511 1456 0 1844 0 1578 Q Serve(g_s), s 0.0 16.9 0.0 19.7 0.0 0.0 5.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 16.9 0.0 19.7 0.0 0.0 5.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.95 1.00 Lane Grp Cap(c), veh/h 0 1244 765 2380 0 128 0 V/C Ratio(X) 0.00 0.73 0.66 0.28 0.00 0.73 0.00 Avail Cap(c_a), veh/h 0 1581 765 2380 0 452 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.69 0.00 0.88 0.88 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 34.2 0.0 11.3 0.0 0.0 45.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.0 2.1 0.3 0.0 10.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.6 0.0 5.0 0.1 0.0 2.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 35.2 0.0 13.4 0.3 0.0 56.4 0.0 0.0 LnGrp LOS A D B A A E A Approach Vol, veh/h 905 A 1160 94 A Approach Delay, s/veh 35.2 6.0 56.4 Approach LOS D A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 56.4 31.2 12.5 87.5 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 26.2 32.2 24.5 64.2 Max Q Clear Time (g_c+I1), s 21.7 18.9 7.0 2.0 Green Ext Time (p_c), s 1.1 6.5 0.5 7.6 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 546 546 13 223 456 562 8 325 449 196 25 129 Future Volume (vph) 546 546 13 223 456 562 8 325 449 196 25 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 642 1145 564 539 Travel Time (s) 12.5 22.3 12.8 12.3 Confl. Peds. (#/hr)8 8 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 Heavy Vehicles (%) 4% 9% 73% 7% 6% 6% 14% 5% 5% 2% 0% 0% Shared Lane Traffic (%)18% 44% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 35.0 55.0 35.0 17.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 Total Split (%) 21.9% 34.4% 21.9% 10.6% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 128.9 Natural Cycle: 145 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 546 546 13 223 456 562 8 325 449 196 25 129 Future Volume (veh/h) 546 546 13 223 456 562 8 325 449 196 25 129 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 0.99 1.00 0.97 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 581 581 0 237 485 598 9 438 416 228 0 137 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, % 4 9 73 7 6 6 14 5 5 2 0 0 Cap, veh/h 735 861 370 547 477 11 524 594 462 0 550 Arrive On Green 0.22 0.26 0.00 0.09 0.14 0.14 0.29 0.29 0.29 0.13 0.00 0.13 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 37 1787 1526 3563 0 1561 Grp Volume(v), veh/h 581 581 0 237 485 598 447 0 416 228 0 137 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1824 0 1526 1781 0 1561 Q Serve(g_s), s 14.3 13.8 0.0 5.2 10.5 12.0 20.3 0.0 20.3 5.3 0.0 5.6 Cycle Q Clear(g_c), s 14.3 13.8 0.0 5.2 10.5 12.0 20.3 0.0 20.3 5.3 0.0 5.6 Prop In Lane 1.00 0.00 1.00 1.00 0.02 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 735 861 370 547 477 535 0 594 462 0 550 V/C Ratio(X) 0.79 0.67 0.64 0.89 1.25 0.84 0.00 0.70 0.49 0.00 0.25 Avail Cap(c_a), veh/h 1151 1894 1319 547 477 617 0 664 1206 0 876 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.8 29.6 0.0 38.6 37.6 28.3 29.3 0.0 22.8 35.9 0.0 20.8 Incr Delay (d2), s/veh 2.8 1.3 0.0 2.6 16.5 129.9 9.4 0.0 3.3 1.2 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 6.0 5.5 0.0 2.6 6.3 27.5 10.0 0.0 7.5 2.3 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.7 30.9 0.0 41.3 54.2 158.3 38.7 0.0 26.1 37.0 0.0 21.1 LnGrp LOS D C D D F D A C D A C Approach Vol, veh/h 1162 A 1320 863 365 Approach Delay, s/veh 33.3 99.0 32.7 31.0 Approach LOS C F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.4 27.7 16.5 24.1 17.0 31.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 50.0 30.0 30.0 12.0 30.0 Max Q Clear Time (g_c+I1), s 7.2 15.8 7.6 16.3 14.0 22.3 Green Ext Time (p_c), s 1.2 6.1 2.0 2.8 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 56.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 725 7 107 489 11 13 1 373 13 1 10 Future Volume (vph) 9 725 7 107 489 11 13 1 373 13 1 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 2 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 30 30 Link Distance (ft) 977 642 290 540 Travel Time (s) 22.2 12.5 6.6 12.3 Confl. Peds. (#/hr) 1 1 4 4 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 Heavy Vehicles (%) 13% 8% 0% 9% 6% 20% 46% 100% 6% 27% 0% 56% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Split NA pt+ov Split NA Protected Phases 5 2 1 6 4 4 4 1 8 8 Permitted Phases 6 Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 31.0 10.0 36.0 36.0 10.0 10.0 32.0 32.0 Total Split (s) 25.0 80.0 35.0 90.0 90.0 40.0 40.0 40.0 40.0 Total Split (%) 12.8% 41.0% 17.9% 46.2% 46.2% 20.5% 20.5% 20.5% 20.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 195 Actuated Cycle Length: 60.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 725 7 107 489 11 13 1 373 13 1 10 Future Volume (veh/h) 9 725 7 107 489 11 13 1 373 13 1 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1707 1781 1900 1767 1811 1604 1218 418 1811 1500 1900 1070 Adj Flow Rate, veh/h 10 788 8 116 532 12 14 1 405 14 1 11 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, % 13 8 0 9 6 20 46 100 6 27 0 56 Cap, veh/h 21 1064 11 301 1340 529 69 5 742 122 6 65 Arrive On Green 0.01 0.31 0.31 0.09 0.39 0.39 0.18 0.18 0.18 0.04 0.04 0.04 Sat Flow, veh/h 1626 3433 35 3264 3441 1358 373 27 2672 2771 134 1477 Grp Volume(v), veh/h 10 388 408 116 532 12 15 0 405 14 0 12 Grp Sat Flow(s),veh/h/ln 1626 1692 1775 1632 1721 1358 399 0 1336 1386 0 1611 Q Serve(g_s), s 0.3 11.1 11.1 1.8 6.0 0.3 1.7 0.0 7.0 0.3 0.0 0.4 Cycle Q Clear(g_c), s 0.3 11.1 11.1 1.8 6.0 0.3 1.7 0.0 7.0 0.3 0.0 0.4 Prop In Lane 1.00 0.02 1.00 1.00 0.93 1.00 1.00 0.92 Lane Grp Cap(c), veh/h 21 525 550 301 1340 529 74 0 742 122 0 71 V/C Ratio(X) 0.48 0.74 0.74 0.39 0.40 0.02 0.20 0.00 0.55 0.11 0.00 0.17 Avail Cap(c_a), veh/h 600 2343 2458 1808 5400 2131 258 0 1976 1791 0 1041 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 26.6 16.7 16.7 23.1 11.9 10.2 18.7 0.0 16.7 24.9 0.0 24.9 Incr Delay (d2), s/veh 6.1 0.8 0.7 0.3 0.1 0.0 0.5 0.0 0.2 0.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.9 4.1 0.6 1.9 0.1 0.2 0.0 1.9 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.7 17.5 17.5 23.4 12.0 10.2 19.2 0.0 16.9 25.0 0.0 25.3 LnGrp LOS C B B C B B B A B C A C Approach Vol, veh/h 806 660 420 26 Approach Delay, s/veh 17.7 14.0 17.0 25.2 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 21.8 15.0 5.7 26.1 7.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 75.0 35.0 20.0 85.0 35.0 Max Q Clear Time (g_c+I1), s 3.8 13.1 9.0 2.3 8.0 2.4 Green Ext Time (p_c), s 0.2 3.6 1.0 0.0 2.5 0.0 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 17 11 17 14 25 48 356 29 8 102 21 Future Volume (vph) 21 17 11 17 14 25 48 356 29 8 102 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 6 12 12 6 16 16 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 13% 0% 27% 7% 9% 0% 14% 13% 11% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 37 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 17 11 17 14 25 48 356 29 8 102 21 Future Volume (veh/h) 21 17 11 17 14 25 48 356 29 8 102 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.96 0.98 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1707 1900 1500 1796 1767 1900 1693 1707 1737 Adj Flow Rate, veh/h 23 19 12 19 16 28 53 396 32 9 113 23 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 13 0 27 7 9 0 14 13 11 Cap, veh/h 365 103 65 358 55 96 119 830 67 23 561 111 Arrive On Green 0.03 0.10 0.10 0.03 0.09 0.09 0.07 0.26 0.26 0.01 0.21 0.21 Sat Flow, veh/h 1810 1079 682 1626 611 1070 1711 3138 252 1612 2681 529 Grp Volume(v), veh/h 23 0 31 19 0 44 53 211 217 9 67 69 Grp Sat Flow(s),veh/h/ln 1810 0 1761 1626 0 1681 1711 1678 1712 1612 1622 1587 Q Serve(g_s), s 0.4 0.0 0.5 0.3 0.0 0.8 1.0 3.5 3.6 0.2 1.1 1.2 Cycle Q Clear(g_c), s 0.4 0.0 0.5 0.3 0.0 0.8 1.0 3.5 3.6 0.2 1.1 1.2 Prop In Lane 1.00 0.39 1.00 0.64 1.00 0.15 1.00 0.33 Lane Grp Cap(c), veh/h 365 0 168 358 0 151 119 444 453 23 339 332 V/C Ratio(X) 0.06 0.00 0.18 0.05 0.00 0.29 0.44 0.48 0.48 0.39 0.20 0.21 Avail Cap(c_a), veh/h 1652 0 1839 1524 0 1756 1276 1753 1788 1202 1694 1658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.0 0.0 14.0 13.2 0.0 14.3 15.0 10.4 10.4 16.4 10.9 11.0 Incr Delay (d2), s/veh 0.1 0.0 0.5 0.1 0.0 1.1 2.6 0.8 0.8 10.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.2 0.1 0.0 0.3 0.4 1.1 1.1 0.1 0.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.1 0.0 14.5 13.2 0.0 15.3 17.5 11.2 11.2 26.6 11.2 11.3 LnGrp LOS B A B B A B B B B C B B Approach Vol, veh/h 54 63 481 145 Approach Delay, s/veh 13.9 14.7 11.9 12.2 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 8.2 7.3 12.0 6.2 8.0 5.5 13.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.3 2.5 3.0 3.2 2.4 2.8 2.2 5.6 Green Ext Time (p_c), s 0.0 0.1 0.1 0.8 0.0 0.2 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 8 8 18 4 10 10 432 45 52 181 45 Future Volume (vph) 46 8 8 18 4 10 10 432 45 52 181 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 380 358 Travel Time (s) 17.8 4.1 10.4 9.8 Confl. Peds. (#/hr) 4 4 4 2 2 4 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 Heavy Vehicles (%) 0% 0% 0% 6% 25% 0% 11% 7% 9% 0% 8% 21% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 61.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 8 8 18 4 10 10 432 45 52 181 45 Future Volume (veh/h) 46 8 8 18 4 10 10 432 45 52 181 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.93 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1811 1530 1900 1737 1796 1767 1900 1781 1589 Adj Flow Rate, veh/h 50 9 9 20 4 11 11 470 49 57 197 49 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 6 25 0 11 7 9 0 8 21 Cap, veh/h 299 48 48 257 10 27 525 578 60 371 558 139 Arrive On Green 0.05 0.06 0.06 0.02 0.03 0.03 0.01 0.36 0.36 0.06 0.41 0.41 Sat Flow, veh/h 1810 864 864 1725 358 984 1654 1599 167 1810 1376 342 Grp Volume(v), veh/h 50 0 18 20 0 15 11 0 519 57 0 246 Grp Sat Flow(s),veh/h/ln 1810 0 1728 1725 0 1341 1654 0 1765 1810 0 1718 Q Serve(g_s), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 10.7 0.8 0.0 4.0 Cycle Q Clear(g_c), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 10.7 0.8 0.0 4.0 Prop In Lane 1.00 0.50 1.00 0.73 1.00 0.09 1.00 0.20 Lane Grp Cap(c), veh/h 299 0 97 257 0 37 525 0 638 371 0 697 V/C Ratio(X) 0.17 0.00 0.19 0.08 0.00 0.40 0.02 0.00 0.81 0.15 0.00 0.35 Avail Cap(c_a), veh/h 1331 0 1508 1290 0 1171 1533 0 1541 1394 0 1500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 18.0 18.2 0.0 19.2 7.9 0.0 11.6 8.5 0.0 8.3 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 2.6 0.0 0.0 1.0 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 0.4 0.0 0.2 0.2 0.0 0.2 0.0 0.0 3.4 0.2 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.5 0.0 18.4 18.2 0.0 21.8 7.9 0.0 12.5 8.5 0.0 8.4 LnGrp LOS B A B B A C A A B A A A Approach Vol, veh/h 68 35 530 303 Approach Delay, s/veh 17.7 19.8 12.4 8.4 Approach LOS B B B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 7.2 5.6 21.3 7.1 6.1 7.3 19.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.4 2.4 2.2 6.0 3.0 2.4 2.8 12.7 Green Ext Time (p_c), s 0.0 0.0 0.0 1.0 0.0 0.0 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 3 12 83 10 23 21 797 73 5 470 20 Future Volume (vph) 2 3 12 83 10 23 21 797 73 5 470 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 995 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 3 16 16 3 30 10 10 30 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 Heavy Vehicles (%) 0% 33% 17% 6% 0% 0% 10% 7% 15% 25% 5% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 122.2 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 3 12 83 10 23 21 797 73 5 470 20 Future Volume (veh/h) 2 3 12 83 10 23 21 797 73 5 470 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.93 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1411 1648 1811 1900 1900 1752 1796 1678 1530 1826 1900 Adj Flow Rate, veh/h 2 3 0 86 10 24 22 830 76 5 490 21 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 33 17 6 0 0 10 7 15 25 5 0 Cap, veh/h 5 126 112 197 163 40 941 86 10 979 42 Arrive On Green 0.00 0.05 0.00 0.06 0.11 0.11 0.02 0.58 0.58 0.01 0.56 0.56 Sat Flow, veh/h 1810 2681 1397 1725 1805 1492 1668 1619 148 1457 1737 74 Grp Volume(v), veh/h 2 3 0 86 10 24 22 0 906 5 0 511 Grp Sat Flow(s),veh/h/ln 1810 1340 1397 1725 1805 1492 1668 0 1767 1457 0 1811 Q Serve(g_s), s 0.1 0.1 0.0 3.9 0.4 1.1 1.0 0.0 34.6 0.3 0.0 13.5 Cycle Q Clear(g_c), s 0.1 0.1 0.0 3.9 0.4 1.1 1.0 0.0 34.6 0.3 0.0 13.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.04 Lane Grp Cap(c), veh/h 5 126 112 197 163 40 0 1028 10 0 1021 V/C Ratio(X) 0.41 0.02 0.77 0.05 0.15 0.54 0.00 0.88 0.52 0.00 0.50 Avail Cap(c_a), veh/h 460 1057 439 712 588 361 0 2112 278 0 2165 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.1 35.8 0.0 36.2 31.4 31.7 37.9 0.0 14.1 38.9 0.0 10.4 Incr Delay (d2), s/veh 46.2 0.1 0.0 10.6 0.1 0.4 10.9 0.0 2.7 37.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.9 0.2 0.4 0.5 0.0 12.0 0.2 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 85.3 35.8 0.0 46.8 31.5 32.1 48.8 0.0 16.8 76.6 0.0 10.8 LnGrp LOS F D D C C D A B E A B Approach Vol, veh/h 5 A 120 928 516 Approach Delay, s/veh 55.6 42.6 17.6 11.4 Approach LOS E D B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 9.6 7.8 50.2 6.1 14.5 6.4 51.6 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 5.9 2.1 3.0 15.5 2.1 3.1 2.3 36.6 Green Ext Time (p_c), s 0.2 0.0 0.0 3.7 0.0 0.1 0.0 9.1 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 113 15 42 81 6 16 440 89 33 56 30 Future Volume (vph) 26 113 15 42 81 6 16 440 89 33 56 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 7 3 3 7 1 4 4 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 13% 0% 18% 9% 20% 0% 7% 3% 3% 3% 4% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 12.0 28.0 12.0 28.0 12.0 28.0 12.0 28.0 Total Split (%) 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 113 15 42 81 6 16 440 89 33 56 30 Future Volume (veh/h) 26 113 15 42 81 6 16 440 89 33 56 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.98 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 1826 1707 1900 1633 1767 1604 1900 1796 1856 1856 1856 1841 Adj Flow Rate, veh/h 29 126 17 47 90 7 18 489 99 37 62 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 13 0 18 9 20 0 7 3 3 3 4 Cap, veh/h 226 242 32 197 300 23 37 1670 336 62 1380 683 Arrive On Green 0.03 0.08 0.08 0.04 0.10 0.10 0.01 0.19 0.19 0.04 0.60 0.60 Sat Flow, veh/h 1739 2870 380 1555 3153 242 1810 2829 570 1767 2282 1130 Grp Volume(v), veh/h 29 70 73 47 47 50 18 294 294 37 47 48 Grp Sat Flow(s),veh/h/ln 1739 1622 1628 1555 1678 1717 1810 1706 1692 1767 1763 1649 Q Serve(g_s), s 1.2 3.3 3.4 2.2 2.1 2.2 0.8 11.8 11.9 1.7 0.9 1.0 Cycle Q Clear(g_c), s 1.2 3.3 3.4 2.2 2.1 2.2 0.8 11.8 11.9 1.7 0.9 1.0 Prop In Lane 1.00 0.23 1.00 0.14 1.00 0.34 1.00 0.69 Lane Grp Cap(c), veh/h 226 137 137 197 159 163 37 1007 999 62 1066 997 V/C Ratio(X) 0.13 0.51 0.53 0.24 0.30 0.30 0.48 0.29 0.29 0.60 0.04 0.05 Avail Cap(c_a), veh/h 327 466 468 270 483 494 158 1007 999 155 1066 997 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 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.0 35.1 35.1 31.7 33.7 33.7 39.3 17.9 18.0 38.0 6.4 6.4 Incr Delay (d2), s/veh 0.1 1.1 1.2 0.2 0.4 0.4 3.5 0.7 0.7 3.4 0.1 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 0.5 1.3 1.4 0.8 0.9 0.9 0.4 5.5 5.5 0.8 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.0 36.2 36.3 31.9 34.1 34.1 42.8 18.7 18.7 41.4 6.5 6.5 LnGrp LOS C D D C C C D B B D A A Approach Vol, veh/h 172 144 606 132 Approach Delay, s/veh 35.5 33.4 19.4 16.3 Approach LOS D C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 11.7 6.6 53.4 7.4 12.6 7.8 52.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 4.2 5.4 2.8 3.0 3.2 4.2 3.7 13.9 Green Ext Time (p_c), s 0.0 0.5 0.0 0.4 0.0 0.3 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 153 1 25 175 3 46 Future Volume (vph) 153 1 25 175 3 46 Satd. Flow (prot) 3417 0 0 3182 1805 1170 Flt Permitted 0.918 0.950 Satd. Flow (perm) 3417 0 0 2939 1805 1170 Satd. Flow (RTOR) 1 51 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 100% 18% 12% 0% 38% Shared Lane Traffic (%) Lane Group Flow (vph) 171 0 0 222 3 51 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 36.0 36.0 7.2 7.2 Actuated g/C Ratio 0.77 0.77 0.15 0.15 v/c Ratio 0.06 0.10 0.01 0.23 Control Delay 3.2 3.3 15.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 3.3 15.0 8.5 LOS A A B A Approach Delay 3.2 3.3 8.9 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 46.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.23 Intersection Signal Delay: 4.0 Intersection LOS: A Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 148 65 0 0 91 324 0 0 0 95 0 107 Future Volume (vph) 148 65 0 0 91 324 0 0 0 95 0 107 Satd. Flow (prot) 0 3202 0 0 2993 0 0 1900 0 0 1805 1429 Flt Permitted 0.650 0.757 Satd. Flow (perm) 0 2153 0 0 2993 0 0 1900 0 0 1434 1429 Satd. Flow (RTOR)348 115 Confl. Peds. (#/hr) 1 1 1 1 2 2 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 Heavy Vehicles (%) 8% 11% 0% 0% 7% 4% 0% 0% 0% 0% 0% 13% Shared Lane Traffic (%) Lane Group Flow (vph) 0 229 0 0 446 0 0 0 0 0 102 115 Turn Type pm+pt NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 14.5 14.5 7.8 7.8 Actuated g/C Ratio 0.49 0.49 0.27 0.27 v/c Ratio 0.22 0.27 0.27 0.25 Control Delay 7.8 2.7 10.2 3.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.8 2.7 10.2 3.8 LOS A A B A Approach Delay 7.8 2.7 6.8 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 29.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.27 Intersection Signal Delay: 5.0 Intersection LOS: A Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 14 175 321 25 94 21 Future Volume (vph) 14 175 321 25 94 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 426 614 2398 Travel Time (s) 11.6 14.0 65.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 5% 14% 14% 22% Shared Lane Traffic (%) 46% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 45.1 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 175 321 25 94 21 Future Volume (veh/h) 14 175 321 25 94 21 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1796 1826 1693 1693 1574 Adj Flow Rate, veh/h 15 184 357 0 99 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 14 14 22 Cap, veh/h 267 581 815 397 138 Arrive On Green 0.15 0.15 0.23 0.00 0.08 0.00 Sat Flow, veh/h 1810 1522 3478 1693 1693 1334 Grp Volume(v), veh/h 15 184 357 0 99 0 Grp Sat Flow(s),veh/h/ln 1810 1522 1739 1693 1693 1334 Q Serve(g_s), s 0.2 2.4 2.4 0.0 1.6 0.0 Cycle Q Clear(g_c), s 0.2 2.4 2.4 0.0 1.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 267 581 815 397 138 V/C Ratio(X) 0.06 0.32 0.44 0.00 0.72 Avail Cap(c_a), veh/h 1295 1446 4356 2120 1514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 10.2 6.1 9.1 0.0 12.5 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.5 0.0 9.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.7 0.0 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.4 6.5 9.7 0.0 22.1 0.0 LnGrp LOS B A A A C Approach Vol, veh/h 199 357 99 A Approach Delay, s/veh 6.8 9.7 22.1 Approach LOS A A C Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 7.3 9.1 11.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 3.6 4.4 4.4 Green Ext Time (p_c), s 0.6 0.9 2.1 Intersection Summary HCM 6th Ctrl Delay 10.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 10 16 29 11 7 41 889 128 10 513 10 Future Volume (vph) 11 10 16 29 11 7 41 889 128 10 513 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 3 3 5 2 2 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 82% 20% 25% 40% 18% 0% 22% 7% 14% 22% 4% 20% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 101.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 10 16 29 11 7 41 889 128 10 513 10 Future Volume (veh/h) 11 10 16 29 11 7 41 889 128 10 513 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 685 1604 1530 1307 1633 1900 1574 1796 1693 1574 1841 1604 Adj Flow Rate, veh/h 12 11 0 31 12 7 43 936 135 11 540 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 82 20 25 40 18 0 22 7 14 22 4 20 Cap, veh/h 10 89 41 119 115 527 1084 864 203 2021 41 Arrive On Green 0.01 0.06 0.00 0.03 0.07 0.07 0.04 0.60 0.60 0.01 0.58 0.58 Sat Flow, veh/h 652 1604 1296 1245 1633 1577 1499 1796 1431 1499 3505 71 Grp Volume(v), veh/h 12 11 0 31 12 7 43 936 135 11 269 282 Grp Sat Flow(s),veh/h/ln 652 1604 1296 1245 1633 1577 1499 1796 1431 1499 1749 1828 Q Serve(g_s), s 1.0 0.4 0.0 1.7 0.5 0.3 0.8 29.3 2.8 0.2 5.2 5.2 Cycle Q Clear(g_c), s 1.0 0.4 0.0 1.7 0.5 0.3 0.8 29.3 2.8 0.2 5.2 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 10 89 41 119 115 527 1084 864 203 1008 1054 V/C Ratio(X) 1.23 0.12 0.76 0.10 0.06 0.08 0.86 0.16 0.05 0.27 0.27 Avail Cap(c_a), veh/h 192 1464 440 1443 1394 907 1852 1475 1507 1803 1884 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 30.5 0.0 32.6 29.4 29.3 5.3 11.1 5.9 11.4 7.2 7.2 Incr Delay (d2), s/veh 210.6 0.6 0.0 25.1 0.4 0.2 0.1 2.3 0.1 0.1 0.1 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 0.7 0.2 0.0 0.8 0.2 0.1 0.2 9.2 0.7 0.1 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 244.0 31.1 0.0 57.7 29.8 29.5 5.4 13.4 6.0 11.5 7.3 7.3 LnGrp LOS F C E C C A B A B A A Approach Vol, veh/h 23 A 50 1114 562 Approach Delay, s/veh 142.2 47.0 12.2 7.4 Approach LOS F D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 8.8 7.8 44.2 6.0 10.0 5.9 46.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 3.7 2.4 2.8 7.2 3.0 2.5 2.2 31.3 Green Ext Time (p_c), s 0.0 0.0 0.1 3.6 0.0 0.1 0.0 9.7 Intersection Summary HCM 6th Ctrl Delay 13.4 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 7 17 6 11 2 27 367 10 7 124 26 Future Volume (vph) 55 7 17 6 11 2 27 367 10 7 124 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 8 8 1 1 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 19% 17% 13% 0% 20% 0% 0% 4% 0% 20% 7% 22% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 13.0 24.0 15.0 26.0 15.0 26.0 15.0 26.0 Total Split (%) 16.3% 30.0% 18.8% 32.5% 18.8% 32.5% 18.8% 32.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 7 17 6 11 2 27 367 10 7 124 26 Future Volume (veh/h) 55 7 17 6 11 2 27 367 10 7 124 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 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 1618 1648 1707 1900 1604 1900 1900 1841 1900 1604 1796 1574 Adj Flow Rate, veh/h 61 8 19 7 12 2 30 408 11 8 138 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 19 17 13 0 20 0 0 4 0 20 7 22 Cap, veh/h 74 115 100 16 46 8 44 2293 62 12 1813 372 Arrive On Green 0.05 0.07 0.07 0.01 0.03 0.03 0.02 0.66 0.66 0.01 0.64 0.64 Sat Flow, veh/h 1541 1566 1351 1810 1329 222 1810 3479 94 1527 2820 578 Grp Volume(v), veh/h 61 8 19 7 0 14 30 205 214 8 82 85 Grp Sat Flow(s),veh/h/ln 1541 1566 1351 1810 0 1551 1810 1749 1824 1527 1706 1692 Q Serve(g_s), s 3.1 0.4 1.1 0.3 0.0 0.7 1.3 3.6 3.6 0.4 1.4 1.5 Cycle Q Clear(g_c), s 3.1 0.4 1.1 0.3 0.0 0.7 1.3 3.6 3.6 0.4 1.4 1.5 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.05 1.00 0.34 Lane Grp Cap(c), veh/h 74 115 100 16 0 54 44 1153 1202 12 1097 1088 V/C Ratio(X) 0.83 0.07 0.19 0.43 0.00 0.26 0.68 0.18 0.18 0.64 0.07 0.08 Avail Cap(c_a), veh/h 154 372 321 226 0 407 226 1153 1202 191 1097 1088 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 34.5 34.8 39.4 0.0 37.6 38.7 5.3 5.3 39.6 5.4 5.4 Incr Delay (d2), s/veh 8.5 0.1 0.3 12.7 0.0 0.9 16.9 0.3 0.3 18.7 0.1 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 1.3 0.1 0.4 0.2 0.0 0.3 0.8 1.2 1.2 0.2 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 34.6 35.1 52.1 0.0 38.5 55.6 5.6 5.6 58.3 5.5 5.5 LnGrp LOS D C D D A D E A A E A A Approach Vol, veh/h 88 21 449 175 Approach Delay, s/veh 42.8 43.1 8.9 7.9 Approach LOS D D A A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.7 10.9 6.9 56.4 8.8 7.8 5.7 57.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 19.0 10.0 21.0 8.0 21.0 10.0 21.0 Max Q Clear Time (g_c+I1), s 2.3 3.1 3.3 3.5 5.1 2.7 2.4 5.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 0.0 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 11 10 0 5 2 5 30 2 3 21 8 Future Volume (vph) 19 11 10 0 5 2 5 30 2 3 21 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 6% 64% 44% 0% 40% 100% 0% 15% 50% 100% 44% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 24.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 11 10 0 5 2 5 30 2 3 21 8 Future Volume (veh/h) 19 11 10 0 5 2 5 30 2 3 21 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 952 1248 0 1307 418 1900 1678 1159 418 1248 1900 Adj Flow Rate, veh/h 21 12 11 0 6 2 6 33 2 3 23 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 6 64 44 0 40 100 0 15 50 100 44 0 Cap, veh/h 358 19 78 0 69 23 15 589 36 424 79 31 Arrive On Green 0.07 0.07 0.07 0.00 0.07 0.07 0.01 0.38 0.38 0.09 0.09 0.09 Sat Flow, veh/h 456 261 1054 0 937 312 1810 1565 95 304 853 334 Grp Volume(v), veh/h 33 0 11 0 0 8 6 0 35 3 0 32 Grp Sat Flow(s),veh/h/ln 716 0 1054 0 0 1250 1810 0 1660 304 0 1187 Q Serve(g_s), s 0.7 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.2 0.2 0.0 0.5 Cycle Q Clear(g_c), s 0.9 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.2 0.2 0.0 0.5 Prop In Lane 0.64 1.00 0.00 0.25 1.00 0.06 1.00 0.28 Lane Grp Cap(c), veh/h 377 0 78 0 0 92 15 0 625 424 0 110 V/C Ratio(X) 0.09 0.00 0.14 0.00 0.00 0.09 0.40 0.00 0.06 0.01 0.00 0.29 Avail Cap(c_a), veh/h 1177 0 1160 0 0 1375 1493 0 4111 898 0 1959 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.2 0.0 7.9 0.0 0.0 7.8 9.0 0.0 3.6 7.6 0.0 7.7 Incr Delay (d2), s/veh 0.1 0.0 0.8 0.0 0.0 0.4 16.7 0.0 0.1 0.0 0.0 3.1 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 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.3 0.0 8.7 0.0 0.0 8.3 25.7 0.0 3.7 7.6 0.0 10.7 LnGrp LOS A A A A A A C A A A A B Approach Vol, veh/h 44 8 41 35 Approach Delay, s/veh 8.4 8.3 6.9 10.5 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 6.3 5.1 6.7 6.3 11.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 2.9 2.1 2.5 2.1 2.2 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 107 353 77 32 380 0 0 205 29 Future Volume (vph) 0 0 0 107 353 77 32 380 0 0 205 29 Satd. Flow (prot) 0 0 0 0 6095 0 0 3349 0 0 3158 0 Flt Permitted 0.990 0.919 Satd. Flow (perm) 0 0 0 0 6043 0 0 3089 0 0 3158 0 Satd. Flow (RTOR)63 22 Confl. Peds. (#/hr) 9 43 43 9 5 12 12 5 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 Heavy Vehicles (%) 0% 0% 0% 3% 4% 2% 0% 8% 0% 0% 13% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 584 0 0 448 0 0 255 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)37.0 37.0 10.0 43.0 33.0 Total Split (%)46.3% 46.3% 12.5% 53.8% 41.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)32.0 38.0 28.0 Actuated g/C Ratio 0.40 0.48 0.35 v/c Ratio 0.24 0.30 0.23 Control Delay 14.4 12.2 15.5 Queue Delay 0.0 0.0 0.0 Total Delay 14.4 12.2 15.5 LOS B B B Approach Delay 14.4 12.2 15.5 Approach LOS B B B Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 15 (19%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.30 Intersection Signal Delay: 13.8 Intersection LOS: B Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 497 17 0 0 0 0 456 79 97 149 0 Future Volume (vph) 32 497 17 0 0 0 0 456 79 97 149 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 426 822 652 Travel Time (s) 8.4 9.7 18.7 14.8 Confl. Peds. (#/hr) 7 1 1 7 7 13 13 7 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 Heavy Vehicles (%) 11% 5% 13% 0% 0% 0% 0% 7% 3% 10% 6% 0% Shared Lane Traffic (%) Turn Type Perm NA NA Perm NA Protected Phases 6 8 4 Permitted Phases 6 4 Detector Phase 6 6 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 22.0 22.0 22.0 Total Split (s) 27.0 27.0 53.0 53.0 53.0 Total Split (%) 33.8% 33.8%66.3% 66.3% 66.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min C-Min C-Min C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 7 (9%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 16: Park Ave N & N 3rd St HCM 6th Signalized Intersection Summary 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 497 17 0 0 0 0 456 79 97 149 0 Future Volume (veh/h) 32 497 17 0 0 0 0 456 79 97 149 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1737 1826 1707 0 1796 1856 1752 1811 0 Adj Flow Rate, veh/h 35 540 18 0 496 86 105 162 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 5 13 0 7 3 10 6 0 Cap, veh/h 339 702 23 0 1946 336 543 1111 0 Arrive On Green 0.21 0.21 0.21 0.00 0.67 0.67 1.00 1.00 0.00 Sat Flow, veh/h 1654 3425 114 0 2995 501 684 1741 0 Grp Volume(v), veh/h 35 273 285 0 290 292 118 149 0 Grp Sat Flow(s),veh/h/ln 1654 1735 1804 0 1706 1700 777 1566 0 Q Serve(g_s), s 1.4 11.9 11.9 0.0 5.4 5.5 1.4 0.0 0.0 Cycle Q Clear(g_c), s 1.4 11.9 11.9 0.0 5.4 5.5 6.8 0.0 0.0 Prop In Lane 1.00 0.06 0.00 0.29 0.89 0.00 Lane Grp Cap(c), veh/h 339 356 370 0 1143 1139 606 1049 0 V/C Ratio(X) 0.10 0.77 0.77 0.00 0.25 0.26 0.19 0.14 0.00 Avail Cap(c_a), veh/h 455 477 496 0 1143 1139 606 1049 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 25.8 30.0 30.0 0.0 5.3 5.3 0.3 0.0 0.0 Incr Delay (d2), s/veh 0.1 5.3 5.1 0.0 0.5 0.5 0.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.3 5.5 0.0 1.7 1.7 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 35.3 35.2 0.0 5.8 5.8 1.0 0.3 0.0 LnGrp LOS C D D A A A A A A Approach Vol, veh/h 593 582 267 Approach Delay, s/veh 34.7 5.8 0.6 Approach LOS C A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 58.6 21.4 58.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 22.0 48.0 Max Q Clear Time (g_c+I1), s 8.8 13.9 7.5 Green Ext Time (p_c), s 1.4 2.2 2.5 Intersection Summary HCM 6th Ctrl Delay 16.7 HCM 6th LOS B HCM 6th AWSC 17: Burnett Ave N & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 9 0 41 7 14 0 32 65 19 21 0 Future Vol, veh/h 0 9 0 41 7 14 0 32 65 19 21 0 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 Heavy Vehicles, % 0 0 0 9 0 0 0 4 8 0 0 0 Mvmt Flow 0 10 0 45 8 15 0 35 71 21 23 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.3 7.8 7.3 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 66% 47% Vol Thru, % 33% 100% 11% 53% Vol Right, % 67% 0% 23% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 97 9 62 40 LT Vol 0 0 41 19 Through Vol 32 9 7 21 RT Vol 65 0 14 0 Lane Flow Rate 105 10 67 43 Geometry Grp 1 1 1 1 Degree of Util (X) 0.109 0.011 0.081 0.051 Departure Headway (Hd) 3.734 4.212 4.316 4.211 Convergence, Y/N Yes Yes Yes Yes Cap 952 841 825 844 Service Time 1.789 2.283 2.37 2.27 HCM Lane V/C Ratio 0.11 0.012 0.081 0.051 HCM Control Delay 7.3 7.3 7.8 7.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0 0.3 0.2 HCM 6th AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 2 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 154 114 75 88 0 0 0 0 74 5 48 Future Vol, veh/h 0 154 114 75 88 0 0 0 0 74 5 48 Peak Hour 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 Heavy Vehicles, % 0 7 3 5 7 0 0 0 0 6 50 10 Mvmt Flow 0 154 114 75 88 0 0 0 0 74 5 48 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 8.6 8.9 8.9 HCM LOS A A A Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 58% Vol Thru, % 100% 0% 0% 100% 4% Vol Right, % 0% 100% 0% 0% 38% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 154 114 75 88 127 LT Vol 0 0 75 0 74 Through Vol 154 0 0 88 5 RT Vol 0 114 0 0 48 Lane Flow Rate 154 114 75 88 127 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.218 0.137 0.118 0.126 0.172 Departure Headway (Hd) 5.099 4.327 5.642 5.173 4.873 Convergence, Y/N Yes Yes Yes Yes Yes Cap 704 828 635 693 737 Service Time 2.828 2.056 3.375 2.906 2.903 HCM Lane V/C Ratio 0.219 0.138 0.118 0.127 0.172 HCM Control Delay 9.3 7.7 9.1 8.7 8.9 HCM Lane LOS A A A A A HCM 95th-tile Q 0.8 0.5 0.4 0.4 0.6 HCM 6th AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 120 107 0 0 134 469 30 7 11 0 0 0 Future Vol, veh/h 120 107 0 0 134 469 30 7 11 0 0 0 Peak Hour 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 Heavy Vehicles, % 11 4 0 0 5 4 7 100 0 0 0 0 Mvmt Flow 120 107 0 0 134 469 30 7 11 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.4 11.3 9.2 HCM LOS A B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 62% 100% 0% 0% 0% Vol Thru, % 15% 0% 100% 100% 0% Vol Right, % 23% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 48 120 107 134 469 LT Vol 30 120 0 0 0 Through Vol 7 0 107 134 0 RT Vol 11 0 0 0 469 Lane Flow Rate 48 120 107 134 469 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.075 0.193 0.154 0.184 0.549 Departure Headway (Hd) 5.649 5.79 5.168 4.933 4.214 Convergence, Y/N Yes Yes Yes Yes Yes Cap 633 620 694 729 858 Service Time 3.696 3.52 2.898 2.652 1.933 HCM Lane V/C Ratio 0.076 0.194 0.154 0.184 0.547 HCM Control Delay 9.2 9.9 8.8 8.8 12 HCM Lane LOS A A A A B HCM 95th-tile Q 0.2 0.7 0.5 0.7 3.4 Lanes, Volumes, Timings 20: Southport Dr & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 4 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 8 219 924 17 10 2 Future Volume (vph) 8 219 924 17 10 2 Satd. Flow (prot) 0 3568 3597 0 1777 0 Flt Permitted 0.923 0.959 Satd. Flow (perm) 0 3300 3597 0 1777 0 Satd. Flow (RTOR) 4 2 Confl. Peds. (#/hr) 12 12 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 247 1022 0 13 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)25.8 15.0 94.2 28.0 36.0 70.2 Total Split (%)15.8% 9% 58% 17% 22% 43% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Min None None Min Act Effct Green (s) 100.4 100.4 7.9 Actuated g/C Ratio 0.84 0.84 0.07 v/c Ratio 0.09 0.34 0.11 Control Delay 1.6 2.0 55.7 Queue Delay 0.0 0.5 0.0 Total Delay 1.6 2.5 55.7 LOS A A E Approach Delay 1.6 2.5 55.7 Approach LOS A A E Intersection Summary Cycle Length: 163 Actuated Cycle Length: 119.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 2.9 Intersection LOS: A Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 20: Southport Dr & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 14 180 0 0 0 810 596 71 16 143 131 Future Volume (vph) 29 14 180 0 0 0 810 596 71 16 143 131 Satd. Flow (prot) 0 1837 1615 0 0 0 3502 1772 0 1805 1725 0 Flt Permitted 0.967 0.950 0.950 Satd. Flow (perm) 0 1809 1579 0 0 0 3495 1772 0 1802 1725 0 Satd. Flow (RTOR) 196 6 35 Confl. Peds. (#/hr) 12 2 2 12 1 1 1 1 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 5% 7% 0% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 47 196 0 0 0 880 725 0 17 297 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)36.0 94.2 15.0 70.2 Total Split (%)22.1% 57.8% 9.2% 43.1% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Min None Min Act Effct Green (s) 33.6 58.8 31.3 70.0 6.8 37.8 Actuated g/C Ratio 0.28 0.49 0.26 0.59 0.06 0.32 v/c Ratio 0.09 0.22 0.96 0.69 0.17 0.52 Control Delay 35.1 2.6 65.6 23.0 64.8 31.7 Queue Delay 2.3 0.5 11.0 0.2 0.0 0.0 Total Delay 37.5 3.1 76.7 23.3 64.8 31.7 LOS D A E C E C Approach Delay 9.8 52.5 33.5 Approach LOS A D C Intersection Summary Cycle Length: 163 Actuated Cycle Length: 119.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 45.0 Intersection LOS: D Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 No Action - AM Peak Hour Page 6 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 28.0 25.8 Total Split (%) 17% 16% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 No Action PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 714 635 121 1047 407 621 Future Volume (vph) 714 635 121 1047 407 621 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Confl. Peds. (#/hr)1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 1% 2% 3% 1% 3% 1% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 39.0 38.0 77.0 43.0 Total Split (%) 32.5% 31.7% 64.2% 35.8% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 714 635 121 1047 407 621 Future Volume (veh/h) 714 635 121 1047 407 621 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1954 1940 1573 1601 1709 1736 Adj Flow Rate, veh/h 714 0 121 1047 407 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 1 2 3 1 3 1 Cap, veh/h 1824 145 1935 439 Arrive On Green 0.16 0.00 0.10 0.64 0.27 0.00 Sat Flow, veh/h 3809 1644 1499 3121 1628 1471 Grp Volume(v), veh/h 714 0 121 1047 407 0 Grp Sat Flow(s),veh/h/ln 1856 1644 1499 1521 1628 1471 Q Serve(g_s), s 20.7 0.0 9.5 22.9 29.2 0.0 Cycle Q Clear(g_c), s 20.7 0.0 9.5 22.9 29.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1824 145 1935 439 V/C Ratio(X) 0.39 0.84 0.54 0.93 Avail Cap(c_a), veh/h 1824 402 1935 509 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.2 0.0 53.3 12.1 42.7 0.0 Incr Delay (d2), s/veh 0.4 0.0 11.8 1.1 22.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 0.0 4.0 7.5 14.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.7 0.0 65.1 13.2 65.2 0.0 LnGrp LOS C E B E Approach Vol, veh/h 714 A 1168 407 A Approach Delay, s/veh 34.7 18.6 65.2 Approach LOS C B E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.4 64.8 37.8 82.2 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 32.2 33.2 37.5 71.2 Max Q Clear Time (g_c+I1), s 11.5 22.7 31.2 24.9 Green Ext Time (p_c), s 0.3 3.6 1.1 9.4 Intersection Summary HCM 6th Ctrl Delay 31.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1221 440 439 1014 0 0 0 0 146 3 528 Future Volume (vph) 0 1221 440 439 1014 0 0 0 0 146 3 528 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1093 641 873 955 Travel Time (s) 21.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 4 4 4 Peak Hour 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 Heavy Vehicles (%) 0% 1% 6% 2% 1% 0% 0% 0% 0% 2% 0% 3% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 43.0 40.0 83.0 37.0 37.0 Total Split (%) 35.8% 33.3% 69.2%30.8% 30.8% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1221 440 439 1014 0 0 0 0 146 3 528 Future Volume (veh/h) 0 1221 440 439 1014 0 0 0 0 146 3 528 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1881 1812 1587 1601 0 1903 1931 1890 Adj Flow Rate, veh/h 0 1221 0 439 1014 0 146 3 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 1 6 2 1 0 2 0 3 Cap, veh/h 0 2409 431 2440 0 187 4 Arrive On Green 0.00 0.47 0.00 0.19 0.54 0.00 0.10 0.10 0.00 Sat Flow, veh/h 0 5305 1536 1511 3121 0 1804 37 1601 Grp Volume(v), veh/h 0 1221 0 439 1014 0 149 0 0 Grp Sat Flow(s),veh/h/ln 0 1712 1536 1511 1521 0 1841 0 1601 Q Serve(g_s), s 0.0 19.9 0.0 34.2 23.8 0.0 9.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 19.9 0.0 34.2 23.8 0.0 9.5 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.98 1.00 Lane Grp Cap(c), veh/h 0 2409 431 2440 0 190 0 V/C Ratio(X) 0.00 0.51 1.02 0.42 0.00 0.78 0.00 Avail Cap(c_a), veh/h 0 2409 431 2440 0 483 0 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.55 0.00 0.62 0.62 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 22.2 0.0 48.5 11.0 0.0 52.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 39.0 0.3 0.0 9.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.9 0.0 17.9 8.8 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 22.6 0.0 87.6 11.3 0.0 62.0 0.0 0.0 LnGrp LOS A C F B A E A Approach Vol, veh/h 1221 A 1453 149 A Approach Delay, s/veh 22.6 34.4 62.0 Approach LOS C C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.0 62.1 17.9 102.1 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 34.2 37.2 31.5 77.2 Max Q Clear Time (g_c+I1), s 36.2 21.9 11.5 25.8 Green Ext Time (p_c), s 0.0 9.3 1.0 13.6 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 224 644 25 517 769 269 9 132 466 532 123 432 Future Volume (vph) 224 644 25 517 769 269 9 132 466 532 123 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 636 1093 561 507 Travel Time (s) 12.4 21.3 12.8 11.5 Confl. Peds. (#/hr) 3 3 3 3 30 30 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 Heavy Vehicles (%) 1% 3% 26% 1% 2% 2% 0% 2% 0% 3% 0% 1% Shared Lane Traffic (%)37% 39% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 35.0 55.0 35.0 17.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 Total Split (%) 21.9% 34.4% 21.9% 10.6% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% 21.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 148.3 Natural Cycle: 125 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 224 644 25 517 769 269 9 132 466 532 123 432 Future Volume (veh/h) 224 644 25 517 769 269 9 132 466 532 123 432 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 0.96 1.00 0.93 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 238 685 0 550 818 286 10 400 323 660 0 460 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, % 1 3 26 1 2 2 0 2 0 3 0 1 Cap, veh/h 313 865 661 1320 998 10 405 605 785 0 474 Arrive On Green 0.09 0.25 0.00 0.16 0.32 0.32 0.22 0.22 0.22 0.22 0.00 0.22 Sat Flow, veh/h 3483 3618 0 4064 4151 1846 46 1823 1545 3534 0 1490 Grp Volume(v), veh/h 238 685 0 550 818 286 410 0 323 660 0 460 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1846 1868 0 1545 1767 0 1490 Q Serve(g_s), s 9.0 24.6 0.0 17.7 22.6 11.4 29.6 0.0 22.0 24.1 0.0 30.0 Cycle Q Clear(g_c), s 9.0 24.6 0.0 17.7 22.6 11.4 29.6 0.0 22.0 24.1 0.0 30.0 Prop In Lane 1.00 0.00 1.00 1.00 0.02 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 313 865 661 1320 998 415 0 605 785 0 474 V/C Ratio(X) 0.76 0.79 0.83 0.62 0.29 0.99 0.00 0.53 0.84 0.00 0.97 Avail Cap(c_a), veh/h 773 1304 902 1320 998 415 0 605 785 0 474 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 60.1 47.8 0.0 54.8 39.1 16.9 52.4 0.0 32.3 50.3 0.0 46.2 Incr Delay (d2), s/veh 5.3 2.6 0.0 5.7 1.0 0.2 41.1 0.0 1.2 8.5 0.0 33.6 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 4.2 11.0 0.0 9.5 11.6 7.7 18.6 0.0 8.5 11.6 0.0 19.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.4 50.4 0.0 60.5 40.2 17.1 93.5 0.0 33.5 58.8 0.0 79.7 LnGrp LOS E D E D B F A C E A E Approach Vol, veh/h 923 A 1654 733 1120 Approach Delay, s/veh 54.3 43.0 67.1 67.4 Approach LOS D D E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 27.0 38.1 35.0 17.2 48.0 35.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 50.0 30.0 30.0 12.0 30.0 Max Q Clear Time (g_c+I1), s 19.7 26.6 32.0 11.0 24.6 31.6 Green Ext Time (p_c), s 2.3 6.6 0.0 1.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 55.5 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 663 24 388 806 3 34 2 217 24 3 3 Future Volume (vph) 3 663 24 388 806 3 34 2 217 24 3 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1000 636 271 595 Travel Time (s) 19.5 12.4 6.2 13.5 Confl. Peds. (#/hr) 9 9 16 16 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 Heavy Vehicles (%) 0% 2% 0% 3% 1% 33% 17% 0% 5% 29% 0% 33% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Split NA pt+ov Split NA Protected Phases 5 2 1 6 4 4 4 1 8 8 Permitted Phases 6 Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 31.0 11.0 36.0 36.0 11.0 11.0 32.0 32.0 Total Split (s) 25.0 80.0 35.0 90.0 90.0 40.0 40.0 40.0 40.0 Total Split (%) 12.8% 41.0% 17.9% 46.2% 46.2% 20.5% 20.5% 20.5% 20.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 195 Actuated Cycle Length: 78.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N HCM 6th Signalized Intersection Summary 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 663 24 388 806 3 34 2 217 24 3 3 Future Volume (veh/h) 3 663 24 388 806 3 34 2 217 24 3 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.93 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1870 1900 1856 1885 1411 1648 1900 1826 1470 1900 1411 Adj Flow Rate, veh/h 3 691 25 404 840 3 35 2 226 25 3 3 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 2 0 3 1 33 17 0 5 29 0 33 Cap, veh/h 7 974 35 551 1559 517 200 11 734 238 74 74 Arrive On Green 0.00 0.28 0.28 0.16 0.44 0.44 0.12 0.12 0.12 0.09 0.09 0.09 Sat Flow, veh/h 1810 3496 126 3428 3582 1188 1716 98 2537 2716 845 845 Grp Volume(v), veh/h 3 351 365 404 840 3 37 0 226 25 0 6 Grp Sat Flow(s),veh/h/ln 1810 1777 1845 1714 1791 1188 1814 0 1268 1358 0 1691 Q Serve(g_s), s 0.1 10.0 10.0 6.3 9.7 0.1 1.0 0.0 4.0 0.5 0.0 0.2 Cycle Q Clear(g_c), s 0.1 10.0 10.0 6.3 9.7 0.1 1.0 0.0 4.0 0.5 0.0 0.2 Prop In Lane 1.00 0.07 1.00 1.00 0.95 1.00 1.00 0.50 Lane Grp Cap(c), veh/h 7 495 514 551 1559 517 212 0 734 238 0 148 V/C Ratio(X) 0.41 0.71 0.71 0.73 0.54 0.01 0.17 0.00 0.31 0.11 0.00 0.04 Avail Cap(c_a), veh/h 645 2375 2466 1833 5425 1800 1131 0 2020 1694 0 1055 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 27.9 18.2 18.2 22.4 11.7 9.0 22.3 0.0 16.1 23.6 0.0 23.4 Incr Delay (d2), s/veh 12.9 0.7 0.7 0.7 0.1 0.0 0.1 0.0 0.1 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.7 3.8 2.3 3.1 0.0 0.4 0.0 1.0 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.7 18.9 18.9 23.1 11.8 9.0 22.5 0.0 16.2 23.7 0.0 23.5 LnGrp LOS D B B C B A C A B C A C Approach Vol, veh/h 719 1247 263 31 Approach Delay, s/veh 19.0 15.5 17.1 23.6 Approach LOS B B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.0 20.6 11.5 5.2 29.4 9.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 30.0 75.0 35.0 20.0 85.0 35.0 Max Q Clear Time (g_c+I1), s 8.3 12.0 6.0 2.1 11.7 2.5 Green Ext Time (p_c), s 0.7 2.9 0.7 0.0 4.2 0.0 Intersection Summary HCM 6th Ctrl Delay 16.9 HCM 6th LOS B Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 71 63 40 58 40 129 190 41 43 268 80 Future Volume (vph) 75 71 63 40 58 40 129 190 41 43 268 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 26 38 38 26 38 38 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 20% 0% 3% 0% 0% 5% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 66.4 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 71 63 40 58 40 129 190 41 43 268 80 Future Volume (veh/h) 75 71 63 40 58 40 129 190 41 43 268 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.95 0.93 1.00 0.93 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1604 1900 1856 1900 1900 1826 1885 Adj Flow Rate, veh/h 82 77 68 43 63 43 140 207 45 47 291 87 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 20 0 3 0 0 5 1 Cap, veh/h 446 178 158 399 172 118 193 760 160 106 565 164 Arrive On Green 0.08 0.20 0.20 0.05 0.17 0.17 0.11 0.27 0.27 0.06 0.22 0.22 Sat Flow, veh/h 1810 902 797 1810 1019 696 1810 2854 602 1810 2590 751 Grp Volume(v), veh/h 82 0 145 43 0 106 140 125 127 47 192 186 Grp Sat Flow(s),veh/h/ln 1810 0 1699 1810 0 1715 1810 1763 1693 1810 1735 1606 Q Serve(g_s), s 1.7 0.0 3.5 0.9 0.0 2.6 3.5 2.7 2.8 1.2 4.6 4.8 Cycle Q Clear(g_c), s 1.7 0.0 3.5 0.9 0.0 2.6 3.5 2.7 2.8 1.2 4.6 4.8 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.36 1.00 0.47 Lane Grp Cap(c), veh/h 446 0 336 399 0 290 193 470 451 106 379 351 V/C Ratio(X) 0.18 0.00 0.43 0.11 0.00 0.37 0.73 0.27 0.28 0.44 0.51 0.53 Avail Cap(c_a), veh/h 1250 0 1256 1256 0 1268 956 1303 1252 956 1283 1188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 16.7 14.7 0.0 17.4 20.5 13.7 13.8 21.5 16.3 16.4 Incr Delay (d2), s/veh 0.2 0.0 0.9 0.1 0.0 0.8 5.1 0.3 0.3 2.9 1.1 1.2 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 0.6 0.0 1.3 0.3 0.0 1.0 1.6 1.0 1.0 0.5 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.1 0.0 17.5 14.8 0.0 18.2 25.6 14.0 14.1 24.5 17.3 17.6 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 227 149 392 425 Approach Delay, s/veh 16.3 17.2 18.2 18.2 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 14.4 10.0 15.3 9.0 13.0 7.8 17.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.9 5.5 5.5 6.8 3.7 4.6 3.2 4.8 Green Ext Time (p_c), s 0.1 0.9 0.3 2.4 0.2 0.6 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 158 13 64 63 11 25 25 295 56 67 343 71 Future Volume (vph) 158 13 64 63 11 25 25 295 56 67 343 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 370 358 Travel Time (s) 17.8 4.1 10.1 9.8 Confl. Peds. (#/hr) 3 3 3 3 11 11 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 2% 1% 10% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 62.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 13 64 63 11 25 25 295 56 67 343 71 Future Volume (veh/h) 158 13 64 63 11 25 25 295 56 67 343 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.97 0.99 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1870 1885 1752 Adj Flow Rate, veh/h 172 14 70 68 12 27 27 321 61 73 373 77 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 0 0 1 0 2 1 10 Cap, veh/h 425 28 141 354 26 58 325 439 83 390 487 101 Arrive On Green 0.12 0.10 0.10 0.07 0.05 0.05 0.03 0.29 0.29 0.07 0.32 0.32 Sat Flow, veh/h 1810 272 1362 1810 517 1163 1810 1534 292 1781 1511 312 Grp Volume(v), veh/h 172 0 84 68 0 39 27 0 382 73 0 450 Grp Sat Flow(s),veh/h/ln 1810 0 1634 1810 0 1680 1810 0 1826 1781 0 1823 Q Serve(g_s), s 3.7 0.0 2.0 1.5 0.0 0.9 0.4 0.0 7.9 1.2 0.0 9.3 Cycle Q Clear(g_c), s 3.7 0.0 2.0 1.5 0.0 0.9 0.4 0.0 7.9 1.2 0.0 9.3 Prop In Lane 1.00 0.83 1.00 0.69 1.00 0.16 1.00 0.17 Lane Grp Cap(c), veh/h 425 0 170 354 0 83 325 0 523 390 0 587 V/C Ratio(X) 0.40 0.00 0.49 0.19 0.00 0.47 0.08 0.00 0.73 0.19 0.00 0.77 Avail Cap(c_a), veh/h 1286 0 1363 1314 0 1401 1344 0 1522 1329 0 1520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 0.0 17.8 17.1 0.0 19.4 10.6 0.0 13.5 9.9 0.0 12.8 Incr Delay (d2), s/veh 0.2 0.0 0.8 0.1 0.0 1.5 0.0 0.0 0.7 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.7 0.5 0.0 0.4 0.1 0.0 2.8 0.4 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.3 0.0 18.6 17.2 0.0 20.9 10.7 0.0 14.3 10.0 0.0 13.6 LnGrp LOS B A B B A C B A B B A B Approach Vol, veh/h 256 107 409 523 Approach Delay, s/veh 17.0 18.6 14.0 13.1 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 9.4 6.4 18.5 10.0 7.1 7.9 17.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.5 4.0 2.4 11.3 5.7 2.9 3.2 9.9 Green Ext Time (p_c), s 0.0 0.3 0.0 2.0 0.1 0.1 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 14 13 13 128 2 64 4 796 142 16 869 2 Future Volume (vph) 14 13 13 128 2 64 4 796 142 16 869 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 998 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 1 6 6 1 32 2 2 32 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 1% 0% 0% 0% 2% 0% 0% 2% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 131.6 Natural Cycle: 125 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 13 13 128 2 64 4 796 142 16 869 2 Future Volume (veh/h) 14 13 13 128 2 64 4 796 142 16 869 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1900 1900 1900 1870 1900 1900 1870 1900 Adj Flow Rate, veh/h 14 13 0 132 2 66 4 821 146 16 896 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 1 0 0 0 2 0 0 2 0 Cap, veh/h 30 114 167 195 170 10 919 163 33 1136 3 Arrive On Green 0.02 0.03 0.00 0.09 0.11 0.11 0.01 0.60 0.60 0.02 0.61 0.61 Sat Flow, veh/h 1810 3610 1610 1795 1805 1566 1810 1542 274 1810 1865 4 Grp Volume(v), veh/h 14 13 0 132 2 66 4 0 967 16 0 898 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1795 1805 1566 1810 0 1816 1810 0 1870 Q Serve(g_s), s 0.7 0.3 0.0 6.5 0.1 3.5 0.2 0.0 41.6 0.8 0.0 32.7 Cycle Q Clear(g_c), s 0.7 0.3 0.0 6.5 0.1 3.5 0.2 0.0 41.6 0.8 0.0 32.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.00 Lane Grp Cap(c), veh/h 30 114 167 195 170 10 0 1082 33 0 1139 V/C Ratio(X) 0.47 0.11 0.79 0.01 0.39 0.42 0.00 0.89 0.48 0.00 0.79 Avail Cap(c_a), veh/h 400 1237 397 619 537 340 0 1887 300 0 1943 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.1 42.6 0.0 40.1 36.0 37.5 44.8 0.0 15.8 44.0 0.0 13.3 Incr Delay (d2), s/veh 11.2 0.4 0.0 8.0 0.0 1.5 26.5 0.0 3.1 10.5 0.0 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 0.4 0.1 0.0 3.2 0.0 1.4 0.2 0.0 15.5 0.4 0.0 12.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.3 43.0 0.0 48.1 36.0 39.0 71.4 0.0 18.9 54.5 0.0 14.6 LnGrp LOS E D D D D E A B D A B Approach Vol, veh/h 27 A 200 971 914 Approach Delay, s/veh 49.4 45.0 19.1 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 14.3 8.7 6.4 61.0 7.4 15.7 7.6 59.8 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 8.5 2.3 2.2 34.7 2.7 5.5 2.8 43.6 Green Ext Time (p_c), s 0.2 0.0 0.0 8.7 0.0 0.3 0.0 10.3 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 280 51 70 82 13 21 272 58 104 198 72 Future Volume (vph) 77 280 51 70 82 13 21 272 58 104 198 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 9 2 2 9 6 11 11 6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 4% 0% 0% 4% 0% 0% 2% 0% 3% 2% 2% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 24.0 35.0 24.0 35.0 57.0 77.0 24.0 44.0 Total Split (%) 15.0% 21.9% 15.0% 21.9% 35.6% 48.1% 15.0% 27.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 57.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 280 51 70 82 13 21 272 58 104 198 72 Future Volume (veh/h) 77 280 51 70 82 13 21 272 58 104 198 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1841 1900 1900 1841 1900 1900 1870 1900 1856 1870 1870 Adj Flow Rate, veh/h 81 295 54 74 86 14 22 286 61 109 208 76 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 0 0 4 0 0 2 0 3 2 2 Cap, veh/h 497 543 98 384 543 86 49 596 125 149 671 237 Arrive On Green 0.07 0.18 0.18 0.07 0.18 0.18 0.03 0.20 0.20 0.08 0.26 0.26 Sat Flow, veh/h 1810 2951 533 1810 3015 479 1810 2914 611 1767 2564 906 Grp Volume(v), veh/h 81 173 176 74 49 51 22 173 174 109 142 142 Grp Sat Flow(s),veh/h/ln 1810 1749 1735 1810 1749 1746 1810 1777 1748 1767 1777 1694 Q Serve(g_s), s 1.5 3.9 4.0 1.4 1.0 1.1 0.5 3.7 3.8 2.6 2.8 2.9 Cycle Q Clear(g_c), s 1.5 3.9 4.0 1.4 1.0 1.1 0.5 3.7 3.8 2.6 2.8 2.9 Prop In Lane 1.00 0.31 1.00 0.27 1.00 0.35 1.00 0.54 Lane Grp Cap(c), veh/h 497 322 319 384 315 314 49 363 358 149 465 443 V/C Ratio(X) 0.16 0.54 0.55 0.19 0.16 0.16 0.45 0.47 0.49 0.73 0.31 0.32 Avail Cap(c_a), veh/h 1157 1205 1196 1051 1205 1204 2162 2940 2893 772 1592 1518 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.8 16.1 16.1 13.0 15.1 15.1 20.9 15.2 15.3 19.5 12.9 12.9 Incr Delay (d2), s/veh 0.1 0.5 0.6 0.1 0.1 0.1 2.4 1.0 1.0 2.6 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.4 1.5 0.5 0.4 0.4 0.2 1.4 1.4 1.1 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 16.6 16.7 13.1 15.1 15.2 23.3 16.2 16.3 22.1 13.3 13.4 LnGrp LOS B B B B B B C B B C B B Approach Vol, veh/h 430 174 369 393 Approach Delay, s/veh 15.9 14.3 16.7 15.7 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.0 13.0 6.2 16.4 8.1 12.8 8.7 13.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 30.0 52.0 39.0 19.0 30.0 19.0 72.0 Max Q Clear Time (g_c+I1), s 3.4 6.0 2.5 4.9 3.5 3.1 4.6 5.8 Green Ext Time (p_c), s 0.1 1.4 0.0 1.8 0.1 0.3 0.1 2.3 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 211 1 29 291 2 56 Future Volume (vph) 211 1 29 291 2 56 Satd. Flow (prot) 3570 0 0 3382 1805 1495 Flt Permitted 0.921 0.950 Satd. Flow (perm) 3570 0 0 3127 1803 1495 Satd. Flow (RTOR) 1 62 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 1% 0% 60% 1% 0% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 235 0 0 355 2 62 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 34.6 34.6 7.1 7.1 Actuated g/C Ratio 0.77 0.77 0.16 0.16 v/c Ratio 0.09 0.15 0.01 0.22 Control Delay 3.2 3.3 14.5 7.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 3.3 14.5 7.4 LOS A A B A Approach Delay 3.2 3.3 7.7 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 45.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.22 Intersection Signal Delay: 3.7 Intersection LOS: A Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 115 2 0 141 293 0 0 1 212 0 203 Future Volume (vph) 149 115 2 0 141 293 0 0 1 212 0 203 Satd. Flow (prot) 0 3430 0 0 3156 0 0 1617 0 0 1805 1482 Flt Permitted 0.674 0.757 Satd. Flow (perm) 0 2375 0 0 3156 0 0 1617 0 0 1433 1482 Satd. Flow (RTOR) 2 318 853 221 Confl. Peds. (#/hr) 1 1 1 1 3 3 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 Heavy Vehicles (%) 1% 4% 0% 0% 4% 0% 0% 0% 0% 0% 0% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 289 0 0 471 0 0 1 0 0 230 221 Turn Type pm+pt NA NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 10.1 10.1 11.5 11.5 11.5 Actuated g/C Ratio 0.32 0.32 0.36 0.36 0.36 v/c Ratio 0.38 0.39 0.00 0.45 0.33 Control Delay 10.6 4.3 0.0 11.5 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 4.3 0.0 11.5 3.2 LOS B A A B A Approach Delay 10.6 4.3 7.5 Approach LOS B A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 32 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 7.0 Intersection LOS: A Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 264 396 7 137 17 Future Volume (vph) 5 264 396 7 137 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 417 614 2390 Travel Time (s) 11.4 14.0 65.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 25% 2% 1% 17% 3% 7% Shared Lane Traffic (%) 49% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 47.1 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 264 396 7 137 17 Future Volume (veh/h) 5 264 396 7 137 17 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1530 1870 1885 1648 1856 1796 Adj Flow Rate, veh/h 6 293 446 0 152 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 25 2 1 17 3 7 Cap, veh/h 303 709 860 395 240 Arrive On Green 0.21 0.21 0.24 0.00 0.13 0.00 Sat Flow, veh/h 1457 1585 3591 1648 1856 1522 Grp Volume(v), veh/h 6 293 446 0 152 0 Grp Sat Flow(s),veh/h/ln 1457 1585 1795 1648 1856 1522 Q Serve(g_s), s 0.1 4.4 3.8 0.0 2.8 0.0 Cycle Q Clear(g_c), s 0.1 4.4 3.8 0.0 2.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 303 709 860 395 240 V/C Ratio(X) 0.02 0.41 0.52 0.00 0.63 Avail Cap(c_a), veh/h 822 1274 3546 1627 1309 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.2 6.6 11.7 0.0 14.6 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.7 0.0 3.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.9 1.3 0.0 1.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.2 7.2 12.4 0.0 18.5 0.0 LnGrp LOS B A B A B Approach Vol, veh/h 299 446 152 A Approach Delay, s/veh 7.3 12.4 18.5 Approach LOS A B B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 9.6 12.4 13.5 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 4.8 6.4 5.8 Green Ext Time (p_c), s 1.1 1.3 2.7 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 19 82 62 4 18 17 909 95 10 948 7 Future Volume (vph) 29 19 82 62 4 18 17 909 95 10 948 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 1 1 8 3 3 8 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 Heavy Vehicles (%) 24% 0% 1% 22% 0% 0% 7% 2% 7% 0% 3% 29% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 110.3 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 19 82 62 4 18 17 909 95 10 948 7 Future Volume (veh/h) 29 19 82 62 4 18 17 909 95 10 948 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1544 1900 1885 1574 1900 1900 1796 1870 1796 1900 1856 1470 Adj Flow Rate, veh/h 31 20 0 67 4 19 18 977 102 11 1019 8 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, % 24 0 1 22 0 0 7 2 7 0 3 29 Cap, veh/h 47 110 82 153 129 362 1124 911 210 2129 17 Arrive On Green 0.03 0.06 0.00 0.05 0.08 0.08 0.02 0.60 0.60 0.01 0.59 0.59 Sat Flow, veh/h 1471 1900 1598 1499 1900 1600 1711 1870 1516 1810 3585 28 Grp Volume(v), veh/h 31 20 0 67 4 19 18 977 102 11 501 526 Grp Sat Flow(s),veh/h/ln 1471 1900 1598 1499 1900 1600 1711 1870 1516 1810 1763 1850 Q Serve(g_s), s 1.5 0.7 0.0 3.2 0.1 0.8 0.3 32.0 2.1 0.2 11.8 11.8 Cycle Q Clear(g_c), s 1.5 0.7 0.0 3.2 0.1 0.8 0.3 32.0 2.1 0.2 11.8 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.02 Lane Grp Cap(c), veh/h 47 110 82 153 129 362 1124 911 210 1047 1099 V/C Ratio(X) 0.66 0.18 0.82 0.03 0.15 0.05 0.87 0.11 0.05 0.48 0.48 Avail Cap(c_a), veh/h 401 1607 491 1555 1310 793 1786 1448 1667 1683 1767 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 32.9 0.0 34.3 31.1 31.4 6.5 12.2 6.3 12.6 8.5 8.5 Incr Delay (d2), s/veh 14.7 0.8 0.0 17.7 0.1 0.5 0.1 2.9 0.1 0.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.4 0.0 1.6 0.1 0.3 0.1 11.2 0.6 0.1 3.7 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.8 33.7 0.0 52.0 31.1 31.9 6.5 15.2 6.3 12.7 8.8 8.8 LnGrp LOS D C D C C A B A B A A Approach Vol, veh/h 51 A 90 1097 1038 Approach Delay, s/veh 43.5 46.8 14.2 8.8 Approach LOS D D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 9.2 6.5 48.5 7.3 10.9 6.0 49.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 5.2 2.7 2.3 13.8 3.5 2.8 2.2 34.0 Green Ext Time (p_c), s 0.1 0.1 0.0 8.1 0.0 0.1 0.0 10.1 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 18 40 3 1 1 6 266 3 2 436 16 Future Volume (vph) 106 18 40 3 1 1 6 266 3 2 436 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 2 1 1 2 8 5 5 8 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 Heavy Vehicles (%) 2% 13% 0% 0% 0% 0% 0% 2% 0% 0% 1% 29% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 25.0 35.0 25.0 65.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 19.4% 13.9% 36.1% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 45 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 18 40 3 1 1 6 266 3 2 436 16 Future Volume (veh/h) 106 18 40 3 1 1 6 266 3 2 436 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1707 1900 1900 1900 1900 1900 1870 1900 1900 1885 1470 Adj Flow Rate, veh/h 115 20 43 3 1 1 7 289 3 2 474 17 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 13 0 0 0 0 0 2 0 0 1 29 Cap, veh/h 171 163 145 7 7 7 14 1156 12 5 1113 40 Arrive On Green 0.10 0.10 0.10 0.00 0.01 0.01 0.01 0.32 0.32 0.00 0.32 0.32 Sat Flow, veh/h 1781 1622 1439 1810 869 869 1810 3603 37 1810 3526 126 Grp Volume(v), veh/h 115 20 43 3 0 2 7 142 150 2 240 251 Grp Sat Flow(s),veh/h/ln 1781 1622 1439 1810 0 1738 1810 1777 1863 1810 1791 1861 Q Serve(g_s), s 2.2 0.4 1.0 0.1 0.0 0.0 0.1 2.1 2.1 0.0 3.7 3.7 Cycle Q Clear(g_c), s 2.2 0.4 1.0 0.1 0.0 0.0 0.1 2.1 2.1 0.0 3.7 3.7 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 1.00 0.07 Lane Grp Cap(c), veh/h 171 163 145 7 0 15 14 570 598 5 565 587 V/C Ratio(X) 0.67 0.12 0.30 0.40 0.00 0.14 0.51 0.25 0.25 0.39 0.43 0.43 Avail Cap(c_a), veh/h 1019 1392 1236 1036 0 2984 1036 2034 2133 1036 3075 3196 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 14.3 14.6 17.4 0.0 17.2 17.3 8.8 8.8 17.4 9.5 9.5 Incr Delay (d2), s/veh 1.7 0.1 0.4 24.1 0.0 1.6 27.0 0.3 0.3 16.6 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 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.1 0.3 0.1 0.0 0.0 0.1 0.6 0.7 0.0 1.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 14.4 15.0 41.5 0.0 18.8 44.2 9.1 9.1 34.0 10.2 10.2 LnGrp LOS B B B D A B D A A C B B Approach Vol, veh/h 178 5 299 493 Approach Delay, s/veh 16.2 32.4 9.9 10.3 Approach LOS B C A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.1 8.5 5.3 16.0 8.4 5.3 5.1 16.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 60.0 20.0 60.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.1 3.0 2.1 5.7 4.2 2.0 2.0 4.1 Green Ext Time (p_c), s 0.0 0.2 0.0 4.9 0.1 0.0 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 1 3 0 1 1 0 33 1 0 23 6 Future Volume (vph) 11 1 3 0 1 1 0 33 1 0 23 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 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 Heavy Vehicles (%) 10% 100% 67% 0% 0% 0% 0% 3% 0% 0% 50% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 19.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 1 3 0 1 1 0 33 1 0 23 6 Future Volume (veh/h) 11 1 3 0 1 1 0 33 1 0 23 6 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 1752 418 907 0 1900 1900 1900 1856 1900 1900 1159 1900 Adj Flow Rate, veh/h 12 1 3 0 1 1 0 35 1 0 25 6 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, % 10 100 67 0 0 0 0 3 0 0 50 0 Cap, veh/h 624 1 19 0 21 21 16 151 4 642 76 18 Arrive On Green 0.02 0.02 0.02 0.00 0.02 0.02 0.00 0.08 0.08 0.00 0.08 0.08 Sat Flow, veh/h 284 24 769 0 872 872 1810 1795 51 1394 903 217 Grp Volume(v), veh/h 13 0 3 0 0 2 0 0 36 0 0 31 Grp Sat Flow(s),veh/h/ln 307 0 769 0 0 1743 1810 0 1846 1394 0 1120 Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Prop In Lane 0.92 1.00 0.00 0.50 1.00 0.03 1.00 0.19 Lane Grp Cap(c), veh/h 625 0 19 0 0 42 16 0 155 642 0 94 V/C Ratio(X) 0.02 0.00 0.16 0.00 0.00 0.05 0.00 0.00 0.23 0.00 0.00 0.33 Avail Cap(c_a), veh/h 1192 0 1371 0 0 3109 2420 0 7409 4254 0 2996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 5.5 0.0 5.4 0.0 0.0 5.3 0.0 0.0 4.8 0.0 0.0 4.8 Incr Delay (d2), s/veh 0.0 0.0 3.9 0.0 0.0 0.5 0.0 0.0 1.6 0.0 0.0 4.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 0.0 9.3 0.0 0.0 5.8 0.0 0.0 6.4 0.0 0.0 9.1 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 16 2 36 31 Approach Delay, s/veh 6.2 5.8 6.4 9.1 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 5.3 0.0 5.9 5.3 5.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 2.3 0.0 2.3 2.0 2.2 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 55 317 37 40 278 0 0 443 53 Future Volume (vph) 0 0 0 55 317 37 40 278 0 0 443 53 Satd. Flow (prot) 0 0 0 0 6250 0 0 3353 0 0 3515 0 Flt Permitted 0.993 0.848 Satd. Flow (perm) 0 0 0 0 6250 0 0 2861 0 0 3515 0 Satd. Flow (RTOR)23 18 Confl. Peds. (#/hr) 2 2 2 2 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 Heavy Vehicles (%) 0% 0% 0% 4% 2% 3% 0% 8% 0% 0% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 445 0 0 345 0 0 540 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)36.0 36.0 10.0 64.0 54.0 Total Split (%)36.0% 36.0% 10.0% 64.0% 54.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)31.0 59.0 49.0 Actuated g/C Ratio 0.31 0.59 0.49 v/c Ratio 0.23 0.20 0.31 Control Delay 24.6 11.0 15.4 Queue Delay 0.0 0.0 0.0 Total Delay 24.6 11.0 15.4 LOS C B B Approach Delay 24.6 11.0 15.4 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 90 (90%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.31 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 854 24 0 0 0 0 237 21 147 409 0 Future Volume (vph) 29 854 24 0 0 0 0 237 21 147 409 0 Satd. Flow (prot) 1612 3527 0 0 0 0 0 3309 0 0 3502 0 Flt Permitted 0.950 0.768 Satd. Flow (perm) 1597 3527 0 0 0 0 0 3309 0 0 2725 0 Satd. Flow (RTOR) 3 11 Confl. Peds. (#/hr) 6 6 3 3 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 Heavy Vehicles (%) 12% 2% 0% 0% 0% 0% 0% 7% 17% 1% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 935 0 0 0 0 0 274 0 0 591 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 22.0 10.0 22.0 Total Split (s) 40.0 40.0 45.0 15.0 60.0 Total Split (%) 40.0% 40.0%45.0% 15.0% 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode Min Min C-Min None C-Min Act Effct Green (s) 34.0 34.0 56.0 56.0 Actuated g/C Ratio 0.34 0.34 0.56 0.56 v/c Ratio 0.06 0.78 0.15 0.39 Control Delay 20.2 34.1 11.3 31.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.2 34.1 11.3 31.4 LOS C C B C Approach Delay 33.6 11.3 31.4 Approach LOS C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 89 (89%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St HCM 6th AWSC 17: Burnett Ave N & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 34 22 19 1 29 63 43 30 2 Future Vol, veh/h 0 8 0 34 22 19 1 29 63 43 30 2 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 Heavy Vehicles, % 0 0 0 0 5 0 0 0 0 5 0 0 Mvmt Flow 0 9 0 37 24 21 1 32 68 47 33 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 7.7 7.2 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 1% 0% 45% 57% Vol Thru, % 31% 100% 29% 40% Vol Right, % 68% 0% 25% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 93 8 75 75 LT Vol 1 0 34 43 Through Vol 29 8 22 30 RT Vol 63 0 19 2 Lane Flow Rate 101 9 82 82 Geometry Grp 1 1 1 1 Degree of Util (X) 0.104 0.01 0.094 0.098 Departure Headway (Hd) 3.714 4.279 4.159 4.319 Convergence, Y/N Yes Yes Yes Yes Cap 953 823 851 823 Service Time 1.784 2.376 2.237 2.379 HCM Lane V/C Ratio 0.106 0.011 0.096 0.1 HCM Control Delay 7.2 7.4 7.7 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0 0.3 0.3 HCM 6th AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 2 Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 153 78 55 150 0 0 0 0 233 6 55 Future Vol, veh/h 0 153 78 55 150 0 0 0 0 233 6 55 Peak Hour 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 Heavy Vehicles, % 0 1 3 4 1 0 0 0 0 3 60 2 Mvmt Flow 0 153 78 55 150 0 0 0 0 233 6 55 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 9.4 9.9 11.7 HCM LOS A A B Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 79% Vol Thru, % 100% 0% 0% 100% 2% Vol Right, % 0% 100% 0% 0% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 153 78 55 150 294 LT Vol 0 0 55 0 233 Through Vol 153 0 0 150 6 RT Vol 0 78 0 0 55 Lane Flow Rate 153 78 55 150 294 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.235 0.105 0.093 0.231 0.413 Departure Headway (Hd) 5.53 4.856 6.098 5.541 5.055 Convergence, Y/N Yes Yes Yes Yes Yes Cap 644 730 583 642 709 Service Time 3.312 2.638 3.883 3.325 3.118 HCM Lane V/C Ratio 0.238 0.107 0.094 0.234 0.415 HCM Control Delay 10 8.2 9.5 10 11.7 HCM Lane LOS A A A A B HCM 95th-tile Q 0.9 0.4 0.3 0.9 2 HCM 6th AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 335 0 0 118 135 88 5 75 0 0 0 Future Vol, veh/h 51 335 0 0 118 135 88 5 75 0 0 0 Peak Hour 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 Heavy Vehicles, % 2 2 0 0 1 2 4 75 0 0 0 0 Mvmt Flow 51 335 0 0 118 135 88 5 75 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 12.3 8.8 10 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 52% 100% 0% 0% 0% Vol Thru, % 3% 0% 100% 100% 0% Vol Right, % 45% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 168 51 335 118 135 LT Vol 88 51 0 0 0 Through Vol 5 0 335 118 0 RT Vol 75 0 0 0 135 Lane Flow Rate 168 51 335 118 135 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.245 0.081 0.485 0.175 0.175 Departure Headway (Hd) 5.248 5.72 5.216 5.349 4.66 Convergence, Y/N Yes Yes Yes Yes Yes Cap 680 623 687 667 764 Service Time 3.315 3.483 2.979 3.117 2.427 HCM Lane V/C Ratio 0.247 0.082 0.488 0.177 0.177 HCM Control Delay 10 9 12.8 9.3 8.4 HCM Lane LOS A A B A A HCM 95th-tile Q 1 0.3 2.7 0.6 0.6 Lanes, Volumes, Timings 20: Southport/Coulon Beach Park Dr & Coulon Beach Park Access 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 2 832 230 35 19 7 Future Volume (vph) 2 832 230 35 19 7 Satd. Flow (prot) 0 1881 3477 0 1684 0 Flt Permitted 0.965 Satd. Flow (perm) 0 1881 3477 0 1684 0 Satd. Flow (RTOR) 38 8 Confl. Peds. (#/hr) 25 25 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 1% 1% 3% 5% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 906 288 0 29 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)26.0 12.4 78.6 28.0 21.0 70.0 Total Split (%)17.9% 9% 54% 19% 14% 48% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Max None None Max Act Effct Green (s) 114.0 114.0 20.5 Actuated g/C Ratio 0.79 0.79 0.14 v/c Ratio 0.61 0.11 0.12 Control Delay 8.5 0.1 44.1 Queue Delay 3.9 1.3 0.0 Total Delay 12.4 1.4 44.1 LOS B A D Approach Delay 12.4 1.4 44.1 Approach LOS B A D Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 10.6 Intersection LOS: B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 20: Southport/Coulon Beach Park Dr & Coulon Beach Park Access Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 119 76 654 0 0 0 242 283 3 41 328 24 Future Volume (vph) 119 76 654 0 0 0 242 283 3 41 328 24 Satd. Flow (prot) 0 1843 1583 0 0 0 3433 1880 0 1752 1844 0 Flt Permitted 0.970 0.950 0.950 Satd. Flow (perm) 0 1830 1548 0 0 0 3395 1880 0 1752 1844 0 Satd. Flow (RTOR) 371 3 Confl. Peds. (#/hr) 7 2 2 7 7 7 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 Heavy Vehicles (%) 0% 0% 2% 0% 0% 0% 2% 0% 100% 3% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 212 711 0 0 0 263 311 0 45 383 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)21.0 78.6 12.4 70.0 Total Split (%)14.5% 54.2% 8.6% 48.3% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Max None Max Act Effct Green (s) 49.0 58.5 15.5 75.6 6.7 64.5 Actuated g/C Ratio 0.34 0.40 0.11 0.52 0.05 0.44 v/c Ratio 0.34 0.83 0.72 0.32 0.56 0.47 Control Delay 43.9 20.8 74.5 21.7 93.6 30.3 Queue Delay 74.5 37.7 0.0 0.0 0.0 0.0 Total Delay 118.4 58.5 74.5 21.7 93.6 30.3 LOS F E E C F C Approach Delay 72.2 45.9 37.0 Approach LOS E D D Intersection Summary Cycle Length: 145 Actuated Cycle Length: 145 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 56.5 Intersection LOS: E Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2027 No Action - PM Peak Hour Page 7 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 28.0 26.0 Total Split (%) 19% 18% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 With Project AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 385 633 327 1069 516 109 Future Volume (vph) 385 633 327 1069 516 109 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 5% 8% 4% 4% 7% 6% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 32.0 30.0 62.0 38.0 Total Split (%) 32.0% 30.0% 62.0% 38.0% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 17 (17%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 385 633 327 1069 516 109 Future Volume (veh/h) 385 633 327 1069 516 109 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1898 1857 1560 1560 1654 1668 Adj Flow Rate, veh/h 385 0 327 1069 618 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 5 8 4 4 7 6 Cap, veh/h 1289 351 1931 742 Arrive On Green 0.36 0.00 0.24 0.65 0.24 0.00 Sat Flow, veh/h 3702 1574 1486 3042 3151 1414 Grp Volume(v), veh/h 385 0 327 1069 618 0 Grp Sat Flow(s),veh/h/ln 1803 1574 1486 1482 1576 1414 Q Serve(g_s), s 7.7 0.0 21.6 19.7 18.7 0.0 Cycle Q Clear(g_c), s 7.7 0.0 21.6 19.7 18.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1289 351 1931 742 V/C Ratio(X) 0.30 0.93 0.55 0.83 Avail Cap(c_a), veh/h 1289 359 1931 1024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.63 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.1 0.0 37.4 9.5 36.4 0.0 Incr Delay (d2), s/veh 0.4 0.0 30.2 1.1 5.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 10.5 5.8 7.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 0.0 67.6 10.6 41.5 0.0 LnGrp LOS C E B D Approach Vol, veh/h 385 A 1396 618 A Approach Delay, s/veh 23.5 24.0 41.5 Approach LOS C C D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 29.4 41.5 29.0 71.0 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 24.2 26.2 32.5 56.2 Max Q Clear Time (g_c+I1), s 23.6 9.7 20.7 21.7 Green Ext Time (p_c), s 0.1 2.3 2.9 9.2 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 960 342 505 1073 0 0 0 0 89 5 867 Future Volume (vph) 0 960 342 505 1073 0 0 0 0 89 5 867 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 2 2 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1145 641 873 955 Travel Time (s) 22.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 1 1 Peak Hour 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 Heavy Vehicles (%) 0% 7% 3% 2% 6% 0% 0% 0% 0% 3% 0% 5% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 38.0 32.0 70.0 30.0 30.0 Total Split (%) 38.0% 32.0% 70.0%30.0% 30.0% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None None Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 72 (72%), Referenced to phase 1:WBL and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & N Southport Dr/Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & N Southport Dr/Southport Dr N 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 960 342 505 1073 0 0 0 0 89 5 867 Future Volume (veh/h) 0 960 342 505 1073 0 0 0 0 89 5 867 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1798 1853 1587 1532 0 1890 1931 1862 Adj Flow Rate, veh/h 0 960 0 505 1073 0 89 5 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 7 3 2 6 0 3 0 5 Cap, veh/h 0 1295 749 2380 0 122 7 Arrive On Green 0.00 0.26 0.00 0.50 0.82 0.00 0.07 0.07 0.00 Sat Flow, veh/h 0 5071 1571 1511 2988 0 1746 98 1578 Grp Volume(v), veh/h 0 960 0 505 1073 0 94 0 0 Grp Sat Flow(s),veh/h/ln 0 1636 1571 1511 1456 0 1844 0 1578 Q Serve(g_s), s 0.0 17.9 0.0 25.3 10.7 0.0 5.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.9 0.0 25.3 10.7 0.0 5.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.95 1.00 Lane Grp Cap(c), veh/h 0 1295 749 2380 0 128 0 V/C Ratio(X) 0.00 0.74 0.67 0.45 0.00 0.73 0.00 Avail Cap(c_a), veh/h 0 1581 749 2380 0 452 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.74 0.00 0.73 0.73 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 33.7 0.0 19.1 2.6 0.0 45.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.3 0.0 2.0 0.5 0.0 10.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.1 0.0 8.7 1.8 0.0 2.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 35.0 0.0 21.1 3.1 0.0 56.4 0.0 0.0 LnGrp LOS A D C A A E A Approach Vol, veh/h 960 A 1578 94 A Approach Delay, s/veh 35.0 8.8 56.4 Approach LOS D A E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 55.4 32.2 12.5 87.5 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 26.2 32.2 24.5 64.2 Max Q Clear Time (g_c+I1), s 27.3 19.9 7.0 12.7 Green Ext Time (p_c), s 0.0 6.5 0.5 15.0 Intersection Summary HCM 6th Ctrl Delay 20.1 HCM 6th LOS C Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 584 622 13 223 1054 662 8 325 449 210 25 176 Future Volume (vph) 584 622 13 223 1054 662 8 325 449 210 25 176 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 642 1145 564 539 Travel Time (s) 12.5 22.3 12.8 12.3 Confl. Peds. (#/hr)8 8 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 Heavy Vehicles (%) 4% 9% 73% 7% 6% 6% 14% 5% 5% 2% 0% 0% Shared Lane Traffic (%)18% 44% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 26.0 45.0 28.0 47.0 38.0 34.0 34.0 28.0 38.0 38.0 26.0 Total Split (%) 17.9% 31.0% 19.3% 32.4% 26.2% 23.4% 23.4% 19.3% 26.2% 26.2% 17.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 135.7 Natural Cycle: 145 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 584 622 13 223 1054 662 8 325 449 210 25 176 Future Volume (veh/h) 584 622 13 223 1054 662 8 325 449 210 25 176 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 0.98 1.00 0.97 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 621 662 0 237 1121 704 9 438 416 242 0 187 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, % 4 9 73 7 6 6 14 5 5 2 0 0 Cap, veh/h 546 1340 320 1296 837 8 396 464 513 0 484 Arrive On Green 0.16 0.40 0.00 0.08 0.32 0.32 0.22 0.22 0.22 0.14 0.00 0.14 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 37 1787 1519 3563 0 1565 Grp Volume(v), veh/h 621 662 0 237 1121 704 447 0 416 242 0 187 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1824 0 1519 1781 0 1565 Q Serve(g_s), s 21.0 19.3 0.0 7.8 34.2 42.0 29.0 0.0 29.0 8.2 0.0 12.3 Cycle Q Clear(g_c), s 21.0 19.3 0.0 7.8 34.2 42.0 29.0 0.0 29.0 8.2 0.0 12.3 Prop In Lane 1.00 0.00 1.00 1.00 0.02 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 546 1340 320 1296 837 404 0 464 513 0 484 V/C Ratio(X) 1.14 0.49 0.74 0.87 0.84 1.11 0.00 0.90 0.47 0.00 0.39 Avail Cap(c_a), veh/h 546 1340 685 1296 837 404 0 464 899 0 653 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.9 29.4 0.0 58.7 41.8 30.0 50.9 0.0 43.7 51.4 0.0 35.9 Incr Delay (d2), s/veh 82.4 0.4 0.0 4.7 6.5 8.0 76.5 0.0 20.2 1.0 0.0 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 15.2 7.8 0.0 4.0 17.9 25.2 21.8 0.0 15.4 3.7 0.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 137.4 29.8 0.0 63.4 48.3 37.9 127.4 0.0 63.8 52.4 0.0 36.7 LnGrp LOS F C E D D F A E D A D Approach Vol, veh/h 1283 A 2062 863 429 Approach Delay, s/veh 81.9 46.5 96.8 45.5 Approach LOS F D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.7 57.3 23.8 26.0 47.0 34.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 40.0 33.0 21.0 42.0 29.0 Max Q Clear Time (g_c+I1), s 9.8 21.3 14.3 23.0 44.0 31.0 Green Ext Time (p_c), s 1.0 5.8 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.5 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 193 752 7 107 488 657 13 282 372 101 22 37 Future Volume (vph) 193 752 7 107 488 657 13 282 372 101 22 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 30 30 Link Distance (ft) 977 642 290 270 Travel Time (s) 22.2 12.5 6.6 6.1 Confl. Peds. (#/hr) 1 4 4 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 Heavy Vehicles (%) 13% 8% 0% 9% 6% 20% 46% 100% 6% 27% 0% 56% Shared Lane Traffic (%)46% Turn Type Prot NA Prot NA Prot Split NA pt+ov Split NA Protected Phases 5 2 1 6 6 4 4 4 1 8 8 Permitted Phases Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 31.0 10.0 36.0 36.0 10.0 10.0 32.0 32.0 Total Split (s) 19.0 45.0 12.0 38.0 38.0 41.0 41.0 32.0 32.0 Total Split (%) 14.6% 34.6% 9.2% 29.2% 29.2% 31.5% 31.5% 24.6% 24.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 115.1 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 4: Park Ave N & N Southport Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 752 7 107 488 657 13 282 372 101 22 37 Future Volume (veh/h) 193 752 7 107 488 657 13 282 372 101 22 37 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 0.99 1.00 0.98 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 1707 1781 1900 1767 1811 1604 1218 418 1811 1500 1900 1070 Adj Flow Rate, veh/h 210 817 8 116 530 714 14 307 404 110 24 40 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, % 13 8 0 9 6 20 46 100 6 27 0 56 Cap, veh/h 206 1275 12 173 1025 405 6 130 1016 200 44 74 Arrive On Green 0.13 0.37 0.37 0.05 0.30 0.30 0.33 0.33 0.33 0.07 0.07 0.07 Sat Flow, veh/h 1626 3434 34 3264 3441 1359 18 399 2685 2857 633 1055 Grp Volume(v), veh/h 210 403 422 116 530 714 321 0 404 110 0 64 Grp Sat Flow(s),veh/h/ln 1626 1692 1775 1632 1721 1359 417 0 1342 1428 0 1688 Q Serve(g_s), s 14.0 21.7 21.7 3.9 14.2 33.0 36.0 0.0 12.2 4.1 0.0 4.1 Cycle Q Clear(g_c), s 14.0 21.7 21.7 3.9 14.2 33.0 36.0 0.0 12.2 4.1 0.0 4.1 Prop In Lane 1.00 0.02 1.00 1.00 0.04 1.00 1.00 0.63 Lane Grp Cap(c), veh/h 206 628 659 173 1025 405 136 0 1016 200 0 118 V/C Ratio(X) 1.02 0.64 0.64 0.67 0.52 1.76 2.37 0.00 0.40 0.55 0.00 0.54 Avail Cap(c_a), veh/h 206 628 659 206 1025 405 136 0 1016 696 0 412 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 48.4 28.7 28.7 51.5 32.3 38.9 37.4 0.0 25.2 49.8 0.0 49.8 Incr Delay (d2), s/veh 68.5 1.7 1.6 4.0 0.2 353.4 637.6 0.0 0.1 0.9 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 9.0 9.4 1.7 5.8 50.4 27.6 0.0 3.9 1.5 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.9 30.4 30.4 55.5 32.5 392.3 675.0 0.0 25.3 50.7 0.0 51.2 LnGrp LOS F C C E C F F A C D A D Approach Vol, veh/h 1035 1360 725 174 Approach Delay, s/veh 47.9 223.3 313.0 50.9 Approach LOS D F F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 46.1 41.0 19.0 38.0 12.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 40.0 36.0 14.0 33.0 27.0 Max Q Clear Time (g_c+I1), s 5.9 23.7 38.0 16.0 35.0 6.1 Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 178.8 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 17 11 17 14 25 48 636 29 8 123 21 Future Volume (vph) 21 17 11 17 14 25 48 636 29 8 123 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 6 12 12 6 16 16 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 0% 0% 13% 0% 27% 7% 9% 0% 14% 13% 11% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 44.6 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 17 11 17 14 25 48 636 29 8 123 21 Future Volume (veh/h) 21 17 11 17 14 25 48 636 29 8 123 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.96 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1707 1900 1500 1796 1767 1900 1693 1707 1737 Adj Flow Rate, veh/h 23 19 12 19 16 28 53 707 32 9 137 23 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 0 0 0 13 0 27 7 9 0 14 13 11 Cap, veh/h 327 100 63 321 53 93 115 1173 53 23 851 140 Arrive On Green 0.03 0.09 0.09 0.03 0.09 0.09 0.07 0.36 0.36 0.01 0.31 0.31 Sat Flow, veh/h 1810 1077 681 1626 610 1067 1711 3267 148 1612 2777 456 Grp Volume(v), veh/h 23 0 31 19 0 44 53 363 376 9 79 81 Grp Sat Flow(s),veh/h/ln 1810 0 1758 1626 0 1677 1711 1678 1736 1612 1622 1611 Q Serve(g_s), s 0.4 0.0 0.6 0.4 0.0 1.0 1.2 7.0 7.0 0.2 1.4 1.5 Cycle Q Clear(g_c), s 0.4 0.0 0.6 0.4 0.0 1.0 1.2 7.0 7.0 0.2 1.4 1.5 Prop In Lane 1.00 0.39 1.00 0.64 1.00 0.09 1.00 0.28 Lane Grp Cap(c), veh/h 327 0 163 321 0 146 115 603 623 23 497 494 V/C Ratio(X) 0.07 0.00 0.19 0.06 0.00 0.30 0.46 0.60 0.60 0.39 0.16 0.16 Avail Cap(c_a), veh/h 1409 0 1555 1302 0 1484 1081 1485 1536 1018 1435 1425 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 0.0 16.6 15.7 0.0 16.9 17.8 10.4 10.4 19.3 10.0 10.0 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.1 0.0 1.1 2.9 1.0 0.9 10.4 0.1 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 0.2 0.0 0.3 0.1 0.0 0.4 0.5 2.1 2.2 0.1 0.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.6 0.0 17.1 15.7 0.0 18.1 20.7 11.3 11.3 29.8 10.1 10.2 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 54 63 792 169 Approach Delay, s/veh 16.5 17.4 12.0 11.2 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 8.7 7.6 17.1 6.3 8.5 5.6 19.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.4 2.6 3.2 3.5 2.4 3.0 2.2 9.0 Green Ext Time (p_c), s 0.0 0.1 0.1 0.9 0.0 0.2 0.0 5.0 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 8 8 18 4 10 10 432 45 52 181 45 Future Volume (vph) 46 8 8 18 4 10 10 432 45 52 181 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 1041 358 Travel Time (s) 17.8 4.1 28.4 9.8 Confl. Peds. (#/hr) 4 4 4 2 2 4 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 Heavy Vehicles (%) 0% 0% 0% 6% 25% 0% 11% 7% 9% 0% 8% 21% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 61.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 46 8 8 18 4 10 10 432 45 52 181 45 Future Volume (veh/h) 46 8 8 18 4 10 10 432 45 52 181 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.93 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1811 1530 1900 1737 1796 1767 1900 1781 1589 Adj Flow Rate, veh/h 50 9 9 20 4 11 11 470 49 57 197 49 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 6 25 0 11 7 9 0 8 21 Cap, veh/h 299 48 48 257 10 27 525 578 60 371 558 139 Arrive On Green 0.05 0.06 0.06 0.02 0.03 0.03 0.01 0.36 0.36 0.06 0.41 0.41 Sat Flow, veh/h 1810 864 864 1725 358 984 1654 1599 167 1810 1376 342 Grp Volume(v), veh/h 50 0 18 20 0 15 11 0 519 57 0 246 Grp Sat Flow(s),veh/h/ln 1810 0 1728 1725 0 1341 1654 0 1765 1810 0 1718 Q Serve(g_s), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 10.7 0.8 0.0 4.0 Cycle Q Clear(g_c), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 10.7 0.8 0.0 4.0 Prop In Lane 1.00 0.50 1.00 0.73 1.00 0.09 1.00 0.20 Lane Grp Cap(c), veh/h 299 0 97 257 0 37 525 0 638 371 0 697 V/C Ratio(X) 0.17 0.00 0.19 0.08 0.00 0.40 0.02 0.00 0.81 0.15 0.00 0.35 Avail Cap(c_a), veh/h 1331 0 1508 1290 0 1171 1533 0 1541 1394 0 1500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 18.0 18.2 0.0 19.2 7.9 0.0 11.6 8.5 0.0 8.3 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 2.6 0.0 0.0 1.0 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 0.4 0.0 0.2 0.2 0.0 0.2 0.0 0.0 3.4 0.2 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.5 0.0 18.4 18.2 0.0 21.8 7.9 0.0 12.5 8.5 0.0 8.4 LnGrp LOS B A B B A C A A B A A A Approach Vol, veh/h 68 35 530 303 Approach Delay, s/veh 17.7 19.8 12.4 8.4 Approach LOS B B B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.0 7.2 5.6 21.3 7.1 6.1 7.3 19.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.4 2.4 2.2 6.0 3.0 2.4 2.8 12.7 Green Ext Time (p_c), s 0.0 0.0 0.0 1.0 0.0 0.0 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 3 12 83 10 23 21 1008 73 5 497 20 Future Volume (vph) 2 3 12 83 10 23 21 1008 73 5 497 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 995 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 3 16 16 3 30 10 10 30 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 Heavy Vehicles (%) 0% 33% 17% 6% 0% 0% 10% 7% 15% 25% 5% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 134.1 Natural Cycle: 145 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 2 3 12 83 10 23 21 1008 73 5 497 20 Future Volume (veh/h) 2 3 12 83 10 23 21 1008 73 5 497 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.92 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1411 1648 1811 1900 1900 1752 1796 1678 1530 1826 1900 Adj Flow Rate, veh/h 2 3 0 86 10 24 22 1050 76 5 518 21 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 33 17 6 0 0 10 7 15 25 5 0 Cap, veh/h 5 121 109 191 157 37 1123 81 9 1156 47 Arrive On Green 0.00 0.04 0.00 0.06 0.11 0.11 0.02 0.68 0.68 0.01 0.66 0.66 Sat Flow, veh/h 1810 2681 1397 1725 1805 1488 1668 1653 120 1457 1741 71 Grp Volume(v), veh/h 2 3 0 86 10 24 22 0 1126 5 0 539 Grp Sat Flow(s),veh/h/ln 1810 1340 1397 1725 1805 1488 1668 0 1773 1457 0 1812 Q Serve(g_s), s 0.1 0.1 0.0 5.6 0.6 1.7 1.5 0.0 64.0 0.4 0.0 16.3 Cycle Q Clear(g_c), s 0.1 0.1 0.0 5.6 0.6 1.7 1.5 0.0 64.0 0.4 0.0 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.04 Lane Grp Cap(c), veh/h 5 121 109 191 157 37 0 1204 9 0 1202 V/C Ratio(X) 0.41 0.02 0.79 0.05 0.15 0.60 0.00 0.94 0.53 0.00 0.45 Avail Cap(c_a), veh/h 316 726 301 489 403 248 0 1455 191 0 1487 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.0 52.3 0.0 52.9 46.1 46.6 55.5 0.0 16.2 56.7 0.0 9.2 Incr Delay (d2), s/veh 47.2 0.1 0.0 11.7 0.1 0.4 14.7 0.0 10.3 40.1 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 0.1 0.0 0.0 2.8 0.3 0.6 0.8 0.0 25.4 0.2 0.0 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 104.3 52.4 0.0 64.5 46.2 47.0 70.2 0.0 26.5 96.8 0.0 9.5 LnGrp LOS F D E D D E A C F A A Approach Vol, veh/h 5 A 120 1148 544 Approach Delay, s/veh 73.1 59.5 27.3 10.3 Approach LOS E E C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.2 11.1 8.4 81.9 6.2 18.0 6.6 83.7 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 7.6 2.1 3.5 18.3 2.1 3.7 2.4 66.0 Green Ext Time (p_c), s 0.1 0.0 0.0 3.9 0.0 0.1 0.0 11.8 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 26 113 15 42 81 146 16 580 89 35 75 30 Future Volume (vph) 26 113 15 42 81 146 16 580 89 35 75 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 7 3 3 7 1 4 4 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 13% 0% 18% 9% 20% 0% 7% 3% 3% 3% 4% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 12.0 28.0 12.0 28.0 12.0 28.0 12.0 28.0 Total Split (%) 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 48 (60%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 113 15 42 81 146 16 580 89 35 75 30 Future Volume (veh/h) 26 113 15 42 81 146 16 580 89 35 75 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1707 1900 1633 1767 1604 1900 1796 1856 1856 1856 1841 Adj Flow Rate, veh/h 29 126 17 47 90 162 18 644 99 39 83 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 5 13 0 18 9 20 0 7 3 3 3 4 Cap, veh/h 189 395 52 258 249 219 37 1588 244 64 1379 520 Arrive On Green 0.03 0.14 0.14 0.04 0.15 0.15 0.01 0.18 0.18 0.04 0.55 0.55 Sat Flow, veh/h 1739 2873 381 1555 1678 1476 1810 2965 455 1767 2502 944 Grp Volume(v), veh/h 29 70 73 47 90 162 18 370 373 39 57 59 Grp Sat Flow(s),veh/h/ln 1739 1622 1632 1555 1678 1476 1810 1706 1713 1767 1763 1683 Q Serve(g_s), s 1.1 3.1 3.2 2.0 3.9 8.4 0.8 15.4 15.4 1.7 1.2 1.3 Cycle Q Clear(g_c), s 1.1 3.1 3.2 2.0 3.9 8.4 0.8 15.4 15.4 1.7 1.2 1.3 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.27 1.00 0.56 Lane Grp Cap(c), veh/h 189 223 225 258 249 219 37 914 918 64 972 928 V/C Ratio(X) 0.15 0.31 0.32 0.18 0.36 0.74 0.48 0.41 0.41 0.61 0.06 0.06 Avail Cap(c_a), veh/h 290 466 469 331 483 424 158 914 918 155 972 928 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 1.00 1.00 0.99 0.99 0.99 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 31.1 31.1 27.9 30.6 32.6 39.3 21.6 21.6 38.0 8.3 8.3 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.1 0.3 1.8 3.5 1.3 1.3 3.4 0.1 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 0.5 1.2 1.3 0.8 1.6 3.1 0.4 7.3 7.3 0.8 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.7 31.4 31.4 28.1 31.0 34.4 42.8 22.9 23.0 41.4 8.4 8.5 LnGrp LOS C C C C C C D C C D A A Approach Vol, veh/h 172 299 761 155 Approach Delay, s/veh 31.0 32.4 23.4 16.8 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 16.0 6.6 49.1 7.4 16.9 7.9 47.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 23.0 7.0 23.0 7.0 23.0 7.0 23.0 Max Q Clear Time (g_c+I1), s 4.0 5.2 2.8 3.3 3.1 10.4 3.7 17.4 Green Ext Time (p_c), s 0.0 0.5 0.0 0.5 0.0 0.8 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 155 1 25 315 3 46 Future Volume (vph) 155 1 25 315 3 46 Satd. Flow (prot) 3417 0 0 3198 1805 1170 Flt Permitted 0.932 0.950 Satd. Flow (perm) 3417 0 0 2992 1805 1170 Satd. Flow (RTOR) 1 51 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 100% 18% 12% 0% 38% Shared Lane Traffic (%) Lane Group Flow (vph) 173 0 0 378 3 51 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 36.0 36.0 7.2 7.2 Actuated g/C Ratio 0.77 0.77 0.15 0.15 v/c Ratio 0.07 0.16 0.01 0.23 Control Delay 3.2 3.4 15.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 3.4 15.0 8.5 LOS A A B A Approach Delay 3.2 3.4 8.9 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 46.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.23 Intersection Signal Delay: 3.8 Intersection LOS: A Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 148 67 0 0 231 324 0 0 0 95 0 107 Future Volume (vph) 148 67 0 0 231 324 0 0 0 95 0 107 Satd. Flow (prot) 0 3205 0 0 3088 0 0 1900 0 0 1805 1429 Flt Permitted 0.653 0.757 Satd. Flow (perm) 0 2163 0 0 3088 0 0 1900 0 0 1434 1429 Satd. Flow (RTOR)348 115 Confl. Peds. (#/hr) 1 1 1 1 2 2 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 Heavy Vehicles (%) 8% 11% 0% 0% 7% 4% 0% 0% 0% 0% 0% 13% Shared Lane Traffic (%) Lane Group Flow (vph) 0 231 0 0 596 0 0 0 0 0 102 115 Turn Type pm+pt NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 14.7 14.7 7.9 7.9 Actuated g/C Ratio 0.50 0.50 0.27 0.27 v/c Ratio 0.21 0.35 0.27 0.25 Control Delay 7.8 3.9 10.2 3.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.8 3.9 10.2 3.9 LOS A A B A Approach Delay 7.8 3.9 6.9 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 29.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 14 177 461 25 112 21 Future Volume (vph) 14 177 461 25 112 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 1081 614 2400 Travel Time (s) 29.5 14.0 65.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 5% 14% 14% 22% Shared Lane Traffic (%) 47% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 49.1 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 14 177 461 25 112 21 Future Volume (veh/h) 14 177 461 25 112 21 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1796 1826 1693 1693 1574 Adj Flow Rate, veh/h 15 186 504 0 118 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 7 5 14 14 22 Cap, veh/h 256 646 983 478 170 Arrive On Green 0.14 0.14 0.28 0.00 0.10 0.00 Sat Flow, veh/h 1810 1522 3478 1693 1693 1334 Grp Volume(v), veh/h 15 186 504 0 118 0 Grp Sat Flow(s),veh/h/ln 1810 1522 1739 1693 1693 1334 Q Serve(g_s), s 0.2 2.5 3.8 0.0 2.1 0.0 Cycle Q Clear(g_c), s 0.2 2.5 3.8 0.0 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 256 646 983 478 170 V/C Ratio(X) 0.06 0.29 0.51 0.00 0.69 Avail Cap(c_a), veh/h 1146 1395 3855 1876 1340 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.7 6.0 9.5 0.0 13.7 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.6 0.0 7.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.1 1.1 0.0 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.9 6.3 10.1 0.0 20.7 0.0 LnGrp LOS B A B A C Approach Vol, veh/h 201 504 118 A Approach Delay, s/veh 6.7 10.1 20.7 Approach LOS A B C Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 8.2 9.5 13.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 4.1 4.5 5.8 Green Ext Time (p_c), s 0.8 0.9 3.1 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 10 16 29 11 7 41 1100 128 10 540 10 Future Volume (vph) 11 10 16 29 11 7 41 1100 128 10 540 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 3 3 5 2 2 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 82% 20% 25% 40% 18% 0% 22% 7% 14% 22% 4% 20% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 101.6 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 10 16 29 11 7 41 1100 128 10 540 10 Future Volume (veh/h) 11 10 16 29 11 7 41 1100 128 10 540 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 685 1604 1530 1307 1633 1900 1574 1796 1693 1574 1841 1604 Adj Flow Rate, veh/h 12 11 0 31 12 7 43 1158 135 11 568 11 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 82 20 25 40 18 0 22 7 14 22 4 20 Cap, veh/h 9 81 37 107 103 555 1237 986 143 2336 45 Arrive On Green 0.01 0.05 0.00 0.03 0.07 0.07 0.04 0.69 0.69 0.01 0.67 0.67 Sat Flow, veh/h 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 3509 68 Grp Volume(v), veh/h 12 11 0 31 12 7 43 1158 135 11 283 296 Grp Sat Flow(s),veh/h/ln 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 1749 1828 Q Serve(g_s), s 1.3 0.6 0.0 2.3 0.6 0.4 0.8 51.8 3.0 0.2 5.9 5.9 Cycle Q Clear(g_c), s 1.3 0.6 0.0 2.3 0.6 0.4 0.8 51.8 3.0 0.2 5.9 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 9 81 37 107 103 555 1237 986 143 1164 1217 V/C Ratio(X) 1.28 0.14 0.84 0.11 0.07 0.08 0.94 0.14 0.08 0.24 0.24 Avail Cap(c_a), veh/h 142 1083 326 1068 1029 827 1370 1092 1103 1334 1394 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.2 41.7 0.0 44.3 40.4 40.2 4.4 12.5 4.9 18.7 6.1 6.1 Incr Delay (d2), s/veh 230.6 0.8 0.0 36.1 0.5 0.3 0.1 11.5 0.1 0.2 0.1 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 0.8 0.3 0.0 1.1 0.3 0.2 0.2 19.7 0.7 0.1 1.9 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 275.8 42.4 0.0 80.4 40.8 40.5 4.5 24.0 5.0 18.9 6.2 6.2 LnGrp LOS F D F D D A C A B A A Approach Vol, veh/h 23 A 50 1336 590 Approach Delay, s/veh 164.2 65.3 21.5 6.5 Approach LOS F E C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 9.6 8.3 66.1 6.3 11.0 6.2 68.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 4.3 2.6 2.8 7.9 3.3 2.6 2.2 53.8 Green Ext Time (p_c), s 0.0 0.0 0.1 3.8 0.0 0.1 0.0 9.4 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 7 17 6 11 2 27 507 10 7 143 26 Future Volume (vph) 55 7 17 6 11 2 27 507 10 7 143 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 8 8 1 1 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 19% 17% 13% 0% 20% 0% 0% 4% 0% 20% 7% 22% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 13.0 24.0 15.0 26.0 15.0 26.0 15.0 26.0 Total Split (%) 16.3% 30.0% 18.8% 32.5% 18.8% 32.5% 18.8% 32.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 4:SBT and 8:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 7 17 6 11 2 27 507 10 7 143 26 Future Volume (veh/h) 55 7 17 6 11 2 27 507 10 7 143 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 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 1618 1648 1707 1900 1604 1900 1900 1841 1900 1604 1796 1574 Adj Flow Rate, veh/h 61 8 19 7 12 2 30 563 11 8 159 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 19 17 13 0 20 0 0 4 0 20 7 22 Cap, veh/h 74 115 100 16 46 8 44 2312 45 12 1860 332 Arrive On Green 0.05 0.07 0.07 0.01 0.03 0.03 0.02 0.66 0.66 0.00 0.21 0.21 Sat Flow, veh/h 1541 1566 1351 1810 1329 222 1810 3509 69 1527 2892 517 Grp Volume(v), veh/h 61 8 19 7 0 14 30 280 294 8 92 96 Grp Sat Flow(s),veh/h/ln 1541 1566 1351 1810 0 1551 1810 1749 1828 1527 1706 1703 Q Serve(g_s), s 3.1 0.4 1.1 0.3 0.0 0.7 1.3 5.2 5.2 0.4 3.5 3.6 Cycle Q Clear(g_c), s 3.1 0.4 1.1 0.3 0.0 0.7 1.3 5.2 5.2 0.4 3.5 3.6 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.04 1.00 0.30 Lane Grp Cap(c), veh/h 74 115 100 16 0 54 44 1153 1205 12 1097 1095 V/C Ratio(X) 0.83 0.07 0.19 0.43 0.00 0.26 0.68 0.24 0.24 0.64 0.08 0.09 Avail Cap(c_a), veh/h 154 372 321 226 0 407 226 1153 1205 191 1097 1095 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 34.5 34.8 39.4 0.0 37.6 38.7 5.5 5.5 39.8 12.6 12.7 Incr Delay (d2), s/veh 8.5 0.1 0.3 12.7 0.0 0.9 16.9 0.5 0.5 18.7 0.2 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 1.3 0.1 0.4 0.2 0.0 0.3 0.8 1.7 1.8 0.2 1.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 34.6 35.1 52.1 0.0 38.5 55.6 6.0 6.0 58.5 12.8 12.8 LnGrp LOS D C D D A D E A A E B B Approach Vol, veh/h 88 21 604 196 Approach Delay, s/veh 42.8 43.1 8.5 14.7 Approach LOS D D A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.7 10.9 6.9 56.4 8.8 7.8 5.7 57.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 19.0 10.0 21.0 8.0 21.0 10.0 21.0 Max Q Clear Time (g_c+I1), s 2.3 3.1 3.3 5.6 5.1 2.7 2.4 7.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.0 0.0 0.0 4.0 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 11 10 0 5 2 5 30 2 3 21 8 Future Volume (vph) 19 11 10 0 5 2 5 30 2 3 21 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 6% 64% 44% 0% 40% 100% 0% 15% 50% 100% 44% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 24.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 11 10 0 5 2 5 30 2 3 21 8 Future Volume (veh/h) 19 11 10 0 5 2 5 30 2 3 21 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 1.00 1.00 0.99 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 1811 952 1248 0 1307 418 1900 1678 1159 418 1248 1900 Adj Flow Rate, veh/h 21 12 11 0 6 2 6 33 2 3 23 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 6 64 44 0 40 100 0 15 50 100 44 0 Cap, veh/h 358 19 78 0 69 23 15 589 36 424 79 31 Arrive On Green 0.07 0.07 0.07 0.00 0.07 0.07 0.01 0.38 0.38 0.09 0.09 0.09 Sat Flow, veh/h 456 261 1054 0 937 312 1810 1565 95 304 853 334 Grp Volume(v), veh/h 33 0 11 0 0 8 6 0 35 3 0 32 Grp Sat Flow(s),veh/h/ln 716 0 1054 0 0 1250 1810 0 1660 304 0 1187 Q Serve(g_s), s 0.7 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.2 0.2 0.0 0.5 Cycle Q Clear(g_c), s 0.9 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.2 0.2 0.0 0.5 Prop In Lane 0.64 1.00 0.00 0.25 1.00 0.06 1.00 0.28 Lane Grp Cap(c), veh/h 377 0 78 0 0 92 15 0 625 424 0 110 V/C Ratio(X) 0.09 0.00 0.14 0.00 0.00 0.09 0.40 0.00 0.06 0.01 0.00 0.29 Avail Cap(c_a), veh/h 1177 0 1160 0 0 1375 1493 0 4111 898 0 1959 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 8.2 0.0 7.9 0.0 0.0 7.8 9.0 0.0 3.6 7.6 0.0 7.7 Incr Delay (d2), s/veh 0.1 0.0 0.8 0.0 0.0 0.4 16.7 0.0 0.1 0.0 0.0 3.1 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 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.3 0.0 8.7 0.0 0.0 8.3 25.7 0.0 3.7 7.6 0.0 10.7 LnGrp LOS A A A A A A C A A A A B Approach Vol, veh/h 44 8 41 35 Approach Delay, s/veh 8.4 8.3 6.9 10.5 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 6.3 5.1 6.7 6.3 11.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 2.9 2.1 2.5 2.1 2.2 Green Ext Time (p_c), s 0.1 0.0 0.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 107 353 77 32 520 0 0 224 29 Future Volume (vph) 0 0 0 107 353 77 32 520 0 0 224 29 Satd. Flow (prot) 0 0 0 0 6095 0 0 3347 0 0 3163 0 Flt Permitted 0.990 0.926 Satd. Flow (perm) 0 0 0 0 6043 0 0 3108 0 0 3163 0 Satd. Flow (RTOR)63 20 Confl. Peds. (#/hr) 9 43 43 9 5 12 12 5 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 Heavy Vehicles (%) 0% 0% 0% 3% 4% 2% 0% 8% 0% 0% 13% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 584 0 0 600 0 0 275 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)37.0 37.0 10.0 43.0 33.0 Total Split (%)46.3% 46.3% 12.5% 53.8% 41.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)32.0 38.0 28.0 Actuated g/C Ratio 0.40 0.48 0.35 v/c Ratio 0.24 0.40 0.25 Control Delay 14.4 11.6 16.4 Queue Delay 0.0 0.0 0.0 Total Delay 14.4 11.6 16.4 LOS B B B Approach Delay 14.4 11.6 16.4 Approach LOS B B B Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 15 (19%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 32 497 17 0 0 0 0 596 79 97 168 0 Future Volume (vph) 32 497 17 0 0 0 0 596 79 97 168 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 369 426 822 652 Travel Time (s) 8.4 9.7 18.7 14.8 Confl. Peds. (#/hr) 7 1 1 7 7 13 13 7 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 Heavy Vehicles (%) 11% 5% 13% 0% 0% 0% 0% 7% 3% 10% 6% 0% Shared Lane Traffic (%) Turn Type Perm NA NA Perm NA Protected Phases 6 8 4 Permitted Phases 6 4 Detector Phase 6 6 8 4 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 25.0 25.0 22.0 22.0 22.0 Total Split (s) 27.0 27.0 53.0 53.0 53.0 Total Split (%) 33.8% 33.8%66.3% 66.3% 66.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min C-Min C-Min C-Min Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 7 (9%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 16: Park Ave N & N 3rd St HCM 6th Signalized Intersection Summary 16: Park Ave N & N 3rd St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 497 17 0 0 0 0 596 79 97 168 0 Future Volume (veh/h) 32 497 17 0 0 0 0 596 79 97 168 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1737 1826 1707 0 1796 1856 1752 1811 0 Adj Flow Rate, veh/h 35 540 18 0 648 86 105 183 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 5 13 0 7 3 10 6 0 Cap, veh/h 339 702 23 0 2026 269 469 1108 0 Arrive On Green 0.21 0.21 0.21 0.00 0.67 0.67 1.00 1.00 0.00 Sat Flow, veh/h 1654 3425 114 0 3115 401 574 1736 0 Grp Volume(v), veh/h 35 273 285 0 365 369 119 169 0 Grp Sat Flow(s),veh/h/ln 1654 1735 1804 0 1706 1719 662 1566 0 Q Serve(g_s), s 1.4 11.9 11.9 0.0 7.2 7.2 2.1 0.0 0.0 Cycle Q Clear(g_c), s 1.4 11.9 11.9 0.0 7.2 7.2 9.4 0.0 0.0 Prop In Lane 1.00 0.06 0.00 0.23 0.88 0.00 Lane Grp Cap(c), veh/h 339 356 370 0 1143 1152 528 1049 0 V/C Ratio(X) 0.10 0.77 0.77 0.00 0.32 0.32 0.23 0.16 0.00 Avail Cap(c_a), veh/h 455 477 496 0 1143 1152 528 1049 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 25.8 30.0 30.0 0.0 5.5 5.5 0.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 5.3 5.1 0.0 0.7 0.7 1.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.3 5.5 0.0 2.3 2.3 0.1 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 35.3 35.2 0.0 6.3 6.3 1.6 0.3 0.0 LnGrp LOS C D D A A A A A A Approach Vol, veh/h 593 734 288 Approach Delay, s/veh 34.7 6.3 0.8 Approach LOS C A A Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 58.6 21.4 58.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 22.0 48.0 Max Q Clear Time (g_c+I1), s 11.4 13.9 9.2 Green Ext Time (p_c), s 1.7 2.2 3.3 Intersection Summary HCM 6th Ctrl Delay 15.7 HCM 6th LOS B HCM 6th AWSC 17: Burnett Ave N & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 9 0 83 7 14 0 35 71 19 49 0 Future Vol, veh/h 0 9 0 83 7 14 0 35 71 19 49 0 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 Heavy Vehicles, % 0 0 0 9 0 0 0 4 8 0 0 0 Mvmt Flow 0 10 0 90 8 15 0 38 77 21 53 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.3 7.5 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 80% 28% Vol Thru, % 33% 100% 7% 72% Vol Right, % 67% 0% 13% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 106 9 104 68 LT Vol 0 0 83 19 Through Vol 35 9 7 49 RT Vol 71 0 14 0 Lane Flow Rate 115 10 113 74 Geometry Grp 1 1 1 1 Degree of Util (X) 0.126 0.012 0.14 0.09 Departure Headway (Hd) 3.94 4.435 4.465 4.364 Convergence, Y/N Yes Yes Yes Yes Cap 915 810 791 826 Service Time 1.943 2.447 2.559 2.366 HCM Lane V/C Ratio 0.126 0.012 0.143 0.09 HCM Control Delay 7.5 7.5 8.3 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0 0.5 0.3 HCM 6th AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 2 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 154 114 75 88 0 0 0 0 74 5 48 Future Vol, veh/h 0 154 114 75 88 0 0 0 0 74 5 48 Peak Hour 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 Heavy Vehicles, % 0 7 3 5 7 0 0 0 0 6 50 10 Mvmt Flow 0 154 114 75 88 0 0 0 0 74 5 48 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 8.6 8.9 8.9 HCM LOS A A A Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 58% Vol Thru, % 100% 0% 0% 100% 4% Vol Right, % 0% 100% 0% 0% 38% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 154 114 75 88 127 LT Vol 0 0 75 0 74 Through Vol 154 0 0 88 5 RT Vol 0 114 0 0 48 Lane Flow Rate 154 114 75 88 127 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.218 0.137 0.118 0.126 0.172 Departure Headway (Hd) 5.099 4.327 5.642 5.173 4.873 Convergence, Y/N Yes Yes Yes Yes Yes Cap 704 828 635 693 737 Service Time 2.828 2.056 3.375 2.906 2.903 HCM Lane V/C Ratio 0.219 0.138 0.118 0.127 0.172 HCM Control Delay 9.3 7.7 9.1 8.7 8.9 HCM Lane LOS A A A A A HCM 95th-tile Q 0.8 0.5 0.4 0.4 0.6 HCM 6th AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 120 107 0 0 134 469 30 7 11 0 0 0 Future Vol, veh/h 120 107 0 0 134 469 30 7 11 0 0 0 Peak Hour 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 Heavy Vehicles, % 11 4 0 0 5 4 7 100 0 0 0 0 Mvmt Flow 120 107 0 0 134 469 30 7 11 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 9.4 11.3 9.2 HCM LOS A B A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 62% 100% 0% 0% 0% Vol Thru, % 15% 0% 100% 100% 0% Vol Right, % 23% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 48 120 107 134 469 LT Vol 30 120 0 0 0 Through Vol 7 0 107 134 0 RT Vol 11 0 0 0 469 Lane Flow Rate 48 120 107 134 469 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.075 0.193 0.154 0.184 0.549 Departure Headway (Hd) 5.649 5.79 5.168 4.933 4.214 Convergence, Y/N Yes Yes Yes Yes Yes Cap 633 620 694 729 858 Service Time 3.696 3.52 2.898 2.652 1.933 HCM Lane V/C Ratio 0.076 0.194 0.154 0.184 0.547 HCM Control Delay 9.2 9.9 8.8 8.8 12 HCM Lane LOS A A A A B HCM 95th-tile Q 0.2 0.7 0.5 0.7 3.4 Lanes, Volumes, Timings 20: Southport Dr & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 4 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 8 276 1223 17 10 2 Future Volume (vph) 8 276 1223 17 10 2 Satd. Flow (prot) 0 3572 3601 0 1773 0 Flt Permitted 0.913 0.959 Satd. Flow (perm) 0 3264 3601 0 1773 0 Satd. Flow (RTOR) 3 2 Confl. Peds. (#/hr) 12 12 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 1% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 309 1347 0 13 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)25.5 10.6 84.9 29.0 48.2 47.3 Total Split (%)17.0% 7% 57% 19% 32% 32% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Min None None Min Act Effct Green (s) 119.2 119.2 10.7 Actuated g/C Ratio 0.85 0.85 0.08 v/c Ratio 0.11 0.44 0.09 Control Delay 2.0 1.1 54.8 Queue Delay 0.0 4.1 0.0 Total Delay 2.0 5.2 54.8 LOS A A D Approach Delay 2.0 5.2 54.8 Approach LOS A A D Intersection Summary Cycle Length: 150 Actuated Cycle Length: 140.4 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 5.0 Intersection LOS: A Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 20: Southport Dr & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 32 198 0 0 0 942 602 71 16 186 298 Future Volume (vph) 50 32 198 0 0 0 942 602 71 16 186 298 Satd. Flow (prot) 0 1845 1615 0 0 0 3502 1772 0 1805 1691 0 Flt Permitted 0.971 0.950 0.950 Satd. Flow (perm) 0 1822 1580 0 0 0 3497 1772 0 1802 1691 0 Satd. Flow (RTOR) 215 6 53 Confl. Peds. (#/hr) 12 2 2 12 1 1 1 1 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 5% 7% 0% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 89 215 0 0 0 1024 731 0 17 526 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)48.2 84.9 10.6 47.3 Total Split (%)32.1% 56.6% 7.1% 31.5% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Min None Min Act Effct Green (s) 39.9 76.6 42.7 85.9 5.1 41.8 Actuated g/C Ratio 0.28 0.55 0.30 0.61 0.04 0.30 v/c Ratio 0.17 0.22 0.96 0.67 0.26 0.97 Control Delay 37.4 1.7 67.8 23.5 77.2 76.5 Queue Delay 85.7 0.7 2.0 1.9 0.0 0.0 Total Delay 123.2 2.4 69.8 25.4 77.2 76.5 LOS F A E C E E Approach Delay 37.7 51.3 76.6 Approach LOS D D E Intersection Summary Cycle Length: 150 Actuated Cycle Length: 140.4 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 55.0 Intersection LOS: D Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 6 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 29.0 25.5 Total Split (%) 19% 17% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary HCM 6th AWSC 25: Southport Dr & Center Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 4 Intersection Intersection Delay, s/veh 133.8 Intersection LOS F Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 138 814 158 97 0 Future Vol, veh/h 0 138 814 158 97 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 150 885 172 105 0 Number of Lanes 1 0 1 1 1 0 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0 Conflicting Approach Right NB EB Conflicting Lanes Right 2 0 1 HCM Control Delay 10.7 163.6 9.7 HCM LOS B F A Lane NBLn1 NBLn2 EBLn1 SBLn1 Vol Left, % 100% 0% 0% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 0% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 814 158 138 97 LT Vol 814 0 0 0 Through Vol 0 158 0 97 RT Vol 0 0 138 0 Lane Flow Rate 885 172 150 105 Geometry Grp 7 7 2 5 Degree of Util (X) 1.37 0.242 0.225 0.156 Departure Headway (Hd) 5.574 5.071 5.985 5.678 Convergence, Y/N Yes Yes Yes Yes Cap 655 708 605 636 Service Time 3.31 2.807 3.985 3.678 HCM Lane V/C Ratio 1.351 0.243 0.248 0.165 HCM Control Delay 193.5 9.4 10.7 9.7 HCM Lane LOS F A B A HCM 95th-tile Q 38.3 0.9 0.9 0.5 Lanes, Volumes, Timings 26: Southport Dr & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 27 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 26 141 972 235 0 Future Volume (vph) 0 26 141 972 235 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 125 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Link Speed (mph) 30 30 30 Link Distance (ft) 118 335 108 Travel Time (s) 2.7 7.6 2.5 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 26: Southport Dr & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 28 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 26 141 972 235 0 Future Vol, veh/h 0 26 141 972 235 0 Conflicting Peds, #/hr 5 5 5 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 125 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 28 153 1057 255 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1628 265 260 0 - 0 Stage 1 260 - - - - - Stage 2 1368 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 112 771 1299 - - - Stage 1 781 - - - - - Stage 2 235 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 98 764 1293 - - - Mov Cap-2 Maneuver 98 - - - - - Stage 1 686 - - - - - Stage 2 234 - - - - - Approach EB NB SB HCM Control Delay, s 9.9 1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1293 - 764 - - HCM Lane V/C Ratio 0.119 - 0.037 - - HCM Control Delay (s) 8.2 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0.4 - 0.1 - - Lanes, Volumes, Timings 27: Southport Dr & Frontage Rd 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 29 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 23 112 1113 261 0 Future Volume (vph) 0 23 112 1113 261 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 25 30 Link Distance (ft) 203 165 74 Travel Time (s) 4.6 4.5 1.7 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 27: Southport Dr & Frontage Rd 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 30 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 112 1113 261 0 Future Vol, veh/h 0 23 112 1113 261 0 Conflicting Peds, #/hr 5 5 5 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 25 122 1210 284 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1748 294 289 0 - 0 Stage 1 289 - - - - - Stage 2 1459 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 94 743 1267 - - - Stage 1 758 - - - - - Stage 2 212 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 66 736 1261 - - - Mov Cap-2 Maneuver 66 - - - - - Stage 1 531 - - - - - Stage 2 211 - - - - - Approach EB NB SB HCM Control Delay, s 10.1 0.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1261 - 736 - - HCM Lane V/C Ratio 0.097 - 0.034 - - HCM Control Delay (s) 8.2 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.1 - - Lanes, Volumes, Timings 28: Frontage Road & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 31 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 243 0 0 112 23 28 Future Volume (vph) 243 0 0 112 23 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 Link Distance (ft) 499 498 119 Travel Time (s) 11.3 11.3 2.7 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 28: Frontage Road & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 32 Intersection Int Delay, s/veh 6.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 243 0 0 112 23 28 Future Vol, veh/h 243 0 0 112 23 28 Conflicting Peds, #/hr 5 0 0 5 5 5 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 264 0 0 122 25 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 127 0 - 0 599 71 Stage 1 - - - - 66 - Stage 2 - - - - 533 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1453 - - - 463 989 Stage 1 - - - - 954 - Stage 2 - - - - 586 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1446 - - - 375 980 Mov Cap-2 Maneuver - - - - 375 - Stage 1 - - - - 776 - Stage 2 - - - - 583 - Approach EB WB SB HCM Control Delay, s 8 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1446 - - - 567 HCM Lane V/C Ratio 0.183 - - - 0.098 HCM Control Delay (s) 8 0 - - 12 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.7 - - - 0.3 Lanes, Volumes, Timings 29: Park Ave N & Frontage Road 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 33 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 17 28 0 0 133 735 243 0 91 0 Future Volume (vph) 0 0 17 28 0 0 133 735 243 0 91 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 11 11 11 12 12 12 Link Speed (mph) 30 30 30 30 Link Distance (ft) 285 499 270 245 Travel Time (s) 6.5 11.3 6.1 5.6 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 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 Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 29: Park Ave N & Frontage Road 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 34 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 17 28 0 0 133 735 243 0 91 0 Future Vol, veh/h 0 0 17 28 0 0 133 735 243 0 91 0 Conflicting Peds, #/hr 5 0 5 5 0 5 5 0 5 5 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 0 0 18 30 0 0 145 799 264 0 99 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1330 1462 60 1281 1330 941 104 0 0 1068 0 0 Stage 1 104 104 - 1226 1226 - - - - - - - Stage 2 1226 1358 - 55 104 - - - - - - - Critical Hdwy 7.345 6.545 6.945 7.345 6.545 6.245 4.145 - - 4.145 - - Critical Hdwy Stg 1 6.545 5.545 - 6.145 5.545 - - - - - - - Critical Hdwy Stg 2 6.145 5.545 - 6.545 5.545 - - - - - - - Follow-up Hdwy 3.5285 4.0285 3.3285 3.5285 4.0285 3.3285 2.2285 - - 2.2285 - - Pot Cap-1 Maneuver 121 127 990 131 153 317 1480 - - 646 - - Stage 1 888 807 - 216 249 - - - - - - - Stage 2 216 215 - 948 807 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 96 93 981 102 112 314 1473 - - 643 - - Mov Cap-2 Maneuver 96 93 - 102 112 - - - - - - - Stage 1 654 803 - 159 184 - - - - - - - Stage 2 159 158 - 926 803 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 54.7 0.9 0 HCM LOS A F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 1473 - - 981 102 643 - - HCM Lane V/C Ratio 0.098 - - 0.019 0.298 - - - HCM Control Delay (s) 7.7 0 - 8.7 54.7 0 - - HCM Lane LOS A A - A F A - - HCM 95th %tile Q(veh) 0.3 - - 0.1 1.1 0 - - Lanes, Volumes, Timings 30: Park Ave N & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 35 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 79 0 102 633 0 12 Future Volume (vph) 79 0 102 633 0 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 Link Distance (ft) 124 245 299 Travel Time (s) 2.8 5.6 6.8 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 30: Park Ave N & Garage Access 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 36 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 79 0 102 633 0 12 Future Vol, veh/h 79 0 102 633 0 12 Conflicting Peds, #/hr 5 5 0 5 5 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 86 0 111 688 0 13 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 478 465 0 0 804 0 Stage 1 460 - - - - - Stage 2 18 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 544 595 - - 816 - Stage 1 634 - - - - - Stage 2 1002 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 539 589 - - 812 - Mov Cap-2 Maneuver 539 - - - - - Stage 1 631 - - - - - Stage 2 997 - - - - - Approach WB NB SB HCM Control Delay, s 12.9 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 539 812 - HCM Lane V/C Ratio - - 0.159 - - HCM Control Delay (s) - - 12.9 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.6 0 - Lanes, Volumes, Timings 31: Garage Access & Center Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 37 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 102 46 0 193 12 0 8 33 0 0 Future Volume (vph) 0 0 102 46 0 193 12 0 8 33 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 50 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 105 198 119 118 Travel Time (s) 2.4 4.5 2.7 2.7 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 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 Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 31: Garage Access & Center Dr 05/16/2022 Southwest Port Synchro 10 Report 2031 With Project - AM Peak Hour Page 38 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 102 46 0 193 12 0 8 33 0 0 Future Vol, veh/h 0 0 102 46 0 193 12 0 8 33 0 0 Conflicting Peds, #/hr 5 0 5 5 0 5 5 0 5 5 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - - - - - - - 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, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 0 0 111 50 0 210 13 0 9 36 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 215 0 0 116 0 0 271 376 66 275 326 115 Stage 1 - - - - - - 61 61 - 210 210 - Stage 2 - - - - - - 210 315 - 65 116 - Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1349 - - 1466 - - 679 554 995 675 591 935 Stage 1 - - - - - - 948 842 - 790 727 - Stage 2 - - - - - - 790 654 - 943 798 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1459 - - 655 530 986 645 565 926 Mov Cap-2 Maneuver - - - - - - 655 530 - 645 565 - Stage 1 - - - - - - 943 838 - 786 699 - Stage 2 - - - - - - 759 628 - 930 794 - Approach EB WB NB SB HCM Control Delay, s 0 1.5 9.9 10.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 757 1343 - - 1459 - - 645 HCM Lane V/C Ratio 0.029 - - - 0.034 - - 0.056 HCM Control Delay (s) 9.9 0 - - 7.6 - - 10.9 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0.2 Traffic Impact AnalysisSouthport West – Renton, WA Future 2031 With Project PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 840 886 121 1075 468 621 Future Volume (vph) 840 886 121 1075 468 621 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 Grade (%) -6% 5% 0% Storage Length (ft) 0 200 250 0 Storage Lanes 1 1 1 0 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 30 Link Distance (ft) 641 755 637 Travel Time (s) 14.6 14.7 14.5 Confl. Peds. (#/hr)1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles (%) 1% 2% 3% 1% 3% 1% Shared Lane Traffic (%) Turn Type NA Free Prot NA Prot Protected Phases 2 1 6 4 Permitted Phases Free Detector Phase 2 1 6 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 10.8 10.8 10.8 34.5 Total Split (s) 39.0 38.0 77.0 43.0 Total Split (%) 32.5% 31.7% 64.2% 35.8% Yellow Time (s) 4.8 4.8 4.8 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd HCM 6th Signalized Intersection Summary 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 840 886 121 1075 468 621 Future Volume (veh/h) 840 886 121 1075 468 621 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1954 1940 1573 1601 1709 1736 Adj Flow Rate, veh/h 840 0 121 1075 468 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 1 2 3 1 3 1 Cap, veh/h 1703 145 1836 492 Arrive On Green 0.15 0.00 0.10 0.60 0.30 0.00 Sat Flow, veh/h 3809 1644 1499 3121 1628 1471 Grp Volume(v), veh/h 840 0 121 1075 468 0 Grp Sat Flow(s),veh/h/ln 1856 1644 1499 1521 1628 1471 Q Serve(g_s), s 24.9 0.0 9.5 26.0 33.8 0.0 Cycle Q Clear(g_c), s 24.9 0.0 9.5 26.0 33.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1703 145 1836 492 V/C Ratio(X) 0.49 0.84 0.59 0.95 Avail Cap(c_a), veh/h 1703 402 1836 509 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.1 0.0 53.3 14.6 41.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 11.8 1.4 28.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.5 0.0 4.0 8.8 17.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.5 0.0 65.1 15.9 69.1 0.0 LnGrp LOS D E B E Approach Vol, veh/h 840 A 1196 468 A Approach Delay, s/veh 38.5 20.9 69.1 Approach LOS D C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.4 60.9 41.8 78.2 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 32.2 33.2 37.5 71.2 Max Q Clear Time (g_c+I1), s 11.5 26.9 35.8 28.0 Green Ext Time (p_c), s 0.3 2.9 0.5 9.7 Intersection Summary HCM 6th Ctrl Delay 35.8 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 2: I-405 SB Ramp & Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1598 694 439 1103 0 0 0 0 146 3 587 Future Volume (vph) 0 1598 694 439 1103 0 0 0 0 146 3 587 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Grade (%) -4% 5% 0% -5% Storage Length (ft) 700 215 150 0 0 0 0 225 Storage Lanes 1 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1093 641 873 955 Travel Time (s) 21.3 12.5 19.8 21.7 Confl. Peds. (#/hr) 4 4 4 Peak Hour 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 Heavy Vehicles (%) 0% 1% 6% 2% 1% 0% 0% 0% 0% 2% 0% 3% Shared Lane Traffic (%) Turn Type NA Free Prot NA Split NA Free Protected Phases 2 1 6 4 4 Permitted Phases Free Free Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 4.0 6.0 4.0 4.0 Minimum Split (s) 11.8 9.8 22.8 9.5 9.5 Total Split (s) 43.0 40.0 83.0 37.0 37.0 Total Split (%) 35.8% 33.3% 69.2%30.8% 30.8% Yellow Time (s) 4.8 4.8 4.8 4.5 4.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.8 5.8 5.8 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 2: I-405 SB Ramp & Southport Dr N HCM 6th Signalized Intersection Summary 2: I-405 SB Ramp & Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1598 694 439 1103 0 0 0 0 146 3 587 Future Volume (veh/h) 0 1598 694 439 1103 0 0 0 0 146 3 587 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1881 1812 1587 1601 0 1903 1931 1890 Adj Flow Rate, veh/h 0 1598 0 439 1103 0 146 3 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 1 6 2 1 0 2 0 3 Cap, veh/h 0 2409 431 2440 0 187 4 Arrive On Green 0.00 0.47 0.00 0.28 0.80 0.00 0.10 0.10 0.00 Sat Flow, veh/h 0 5305 1536 1511 3121 0 1804 37 1601 Grp Volume(v), veh/h 0 1598 0 439 1103 0 149 0 0 Grp Sat Flow(s),veh/h/ln 0 1712 1536 1511 1521 0 1841 0 1601 Q Serve(g_s), s 0.0 28.8 0.0 34.2 13.5 0.0 9.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 28.8 0.0 34.2 13.5 0.0 9.5 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 0.98 1.00 Lane Grp Cap(c), veh/h 0 2409 431 2440 0 190 0 V/C Ratio(X) 0.00 0.66 1.02 0.45 0.00 0.78 0.00 Avail Cap(c_a), veh/h 0 2409 431 2440 0 483 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.09 0.00 0.56 0.56 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 24.6 0.0 42.9 3.7 0.0 52.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 37.3 0.3 0.0 9.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 11.3 0.0 16.9 3.1 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 24.7 0.0 80.2 4.0 0.0 62.0 0.0 0.0 LnGrp LOS A C F A A E A Approach Vol, veh/h 1598 A 1542 149 A Approach Delay, s/veh 24.7 25.7 62.0 Approach LOS C C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.0 62.1 17.9 102.1 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 Max Green Setting (Gmax), s 34.2 37.2 31.5 77.2 Max Q Clear Time (g_c+I1), s 36.2 30.8 11.5 15.5 Green Ext Time (p_c), s 0.0 5.4 1.0 16.1 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C Notes Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 1185 29 514 901 288 13 131 463 627 122 472 Future Volume (vph) 286 1185 29 514 901 288 13 131 463 627 122 472 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Grade (%) 0% -8% 0% 0% Storage Length (ft) 200 200 215 0 0 0 100 0 Storage Lanes 2 0 2 1 0 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 636 1093 561 507 Travel Time (s) 12.4 21.3 12.8 11.5 Confl. Peds. (#/hr) 3 3 3 3 30 30 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 Heavy Vehicles (%) 1% 3% 26% 1% 2% 2% 0% 2% 0% 3% 0% 1% Shared Lane Traffic (%)37% 41% Turn Type Prot NA Prot NA pm+ov Split NA pm+ov Split NA pm+ov Protected Phases 5 2 1 6 4 8 8 1 4 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 4 8 8 1 4 4 5 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 30.0 10.0 47.0 38.0 10.0 10.0 10.0 38.0 38.0 10.0 Total Split (s) 21.0 54.0 23.0 56.0 38.0 30.0 30.0 23.0 38.0 38.0 21.0 Total Split (%) 14.5% 37.2% 15.9% 38.6% 26.2% 20.7% 20.7% 15.9% 26.2% 26.2% 14.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None Min Min None None None Min None None None Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 145 Natural Cycle: 145 Control Type: Actuated-Uncoordinated Splits and Phases: 3: Garden Ave N & N Southport Dr HCM 6th Signalized Intersection Summary 3: Garden Ave N & N Southport Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 286 1185 29 514 901 288 13 131 463 627 122 472 Future Volume (veh/h) 286 1185 29 514 901 288 13 131 463 627 122 472 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 0.95 1.00 0.93 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 304 1261 0 547 959 306 14 394 323 760 0 502 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, % 1 3 26 1 2 2 0 2 0 3 0 1 Cap, veh/h 353 1191 505 1497 1087 11 311 463 804 0 502 Arrive On Green 0.10 0.34 0.00 0.12 0.36 0.36 0.17 0.17 0.17 0.23 0.00 0.23 Sat Flow, veh/h 3483 3618 0 4064 4151 1847 64 1803 1526 3534 0 1492 Grp Volume(v), veh/h 304 1261 0 547 959 306 408 0 323 760 0 502 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1847 1867 0 1526 1767 0 1492 Q Serve(g_s), s 12.5 49.0 0.0 18.0 27.9 11.9 25.0 0.0 25.0 30.7 0.0 33.0 Cycle Q Clear(g_c), s 12.5 49.0 0.0 18.0 27.9 11.9 25.0 0.0 25.0 30.7 0.0 33.0 Prop In Lane 1.00 0.00 1.00 1.00 0.03 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 353 1191 505 1497 1087 322 0 463 804 0 502 V/C Ratio(X) 0.86 1.06 1.08 0.64 0.28 1.27 0.00 0.70 0.94 0.00 1.00 Avail Cap(c_a), veh/h 384 1191 505 1497 1087 322 0 463 804 0 502 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 64.1 48.0 0.0 63.5 38.5 14.7 60.0 0.0 45.5 55.1 0.0 49.0 Incr Delay (d2), s/veh 17.5 43.0 0.0 64.8 1.1 0.2 142.7 0.0 5.0 19.7 0.0 40.3 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 6.4 28.3 0.0 13.8 14.4 8.4 24.6 0.0 11.1 15.9 0.0 23.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.6 91.0 0.0 128.3 39.6 14.9 202.7 0.0 50.5 74.8 0.0 89.3 LnGrp LOS F F F D B F A D E A F Approach Vol, veh/h 1565 A 1812 731 1262 Approach Delay, s/veh 89.2 62.2 135.4 80.6 Approach LOS F E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 54.0 38.0 19.7 57.3 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 49.0 33.0 16.0 51.0 25.0 Max Q Clear Time (g_c+I1), s 20.0 51.0 35.0 14.5 29.9 27.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.2 10.9 0.0 Intersection Summary HCM 6th Ctrl Delay 84.4 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 663 24 386 827 160 34 65 214 634 143 172 Future Volume (vph) 47 663 24 386 827 160 34 65 214 634 143 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 400 200 100 100 0 125 0 Storage Lanes 2 0 2 2 1 2 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 35 35 30 30 Link Distance (ft) 1000 636 271 325 Travel Time (s) 19.5 12.4 6.2 7.4 Confl. Peds. (#/hr) 9 16 16 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 Heavy Vehicles (%) 0% 2% 0% 3% 1% 33% 17% 0% 5% 29% 0% 33% Shared Lane Traffic (%)49% Turn Type Prot NA Prot NA Prot Split NA pt+ov Split NA Protected Phases 5 2 1 6 6 4 4 4 1 8 8 Permitted Phases Detector Phase 5 2 1 6 6 4 4 4 1 8 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 31.0 11.0 36.0 36.0 11.0 11.0 32.0 32.0 Total Split (s) 11.0 31.0 16.0 36.0 36.0 11.0 11.0 32.0 32.0 Total Split (%) 12.2% 34.4% 17.8% 40.0% 40.0% 12.2% 12.2% 35.6% 35.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None Min Min Min None None None None Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 83.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N HCM 6th Signalized Intersection Summary 4: Park Ave N & Logan Ave/Southport Dr N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 663 24 386 827 160 34 65 214 634 143 172 Future Volume (veh/h) 47 663 24 386 827 160 34 65 214 634 143 172 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.90 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1870 1900 1856 1885 1411 1648 1900 1826 1470 1900 1411 Adj Flow Rate, veh/h 49 691 25 402 861 167 35 68 223 660 149 179 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 2 0 3 1 33 17 0 5 29 0 33 Cap, veh/h 76 860 31 479 1232 411 48 94 567 794 221 265 Arrive On Green 0.04 0.25 0.25 0.14 0.34 0.34 0.08 0.08 0.08 0.28 0.28 0.28 Sat Flow, veh/h 1810 3495 126 3428 3582 1196 635 1233 2438 2800 778 935 Grp Volume(v), veh/h 49 351 365 402 861 167 103 0 223 660 0 328 Grp Sat Flow(s),veh/h/ln 1810 1777 1845 1714 1791 1196 1868 0 1219 1400 0 1713 Q Serve(g_s), s 2.1 14.6 14.6 9.0 16.3 8.4 4.2 0.0 6.0 17.4 0.0 13.3 Cycle Q Clear(g_c), s 2.1 14.6 14.6 9.0 16.3 8.4 4.2 0.0 6.0 17.4 0.0 13.3 Prop In Lane 1.00 0.07 1.00 1.00 0.34 1.00 1.00 0.55 Lane Grp Cap(c), veh/h 76 437 454 479 1232 411 143 0 567 794 0 486 V/C Ratio(X) 0.65 0.80 0.80 0.84 0.70 0.41 0.72 0.00 0.39 0.83 0.00 0.68 Avail Cap(c_a), veh/h 138 587 610 480 1412 471 143 0 567 961 0 588 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 37.1 27.9 27.9 33.0 22.3 19.7 35.5 0.0 26.6 26.4 0.0 25.0 Incr Delay (d2), s/veh 3.4 4.2 4.1 11.8 1.0 0.2 14.4 0.0 0.2 4.4 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 6.3 6.6 4.4 6.5 2.2 2.5 0.0 1.8 6.0 0.0 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.6 32.0 31.9 44.8 23.2 19.9 50.0 0.0 26.8 30.8 0.0 26.4 LnGrp LOS D C C D C B D A C C A C Approach Vol, veh/h 765 1430 326 988 Approach Delay, s/veh 32.5 28.9 34.1 29.4 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.0 24.3 11.0 8.3 32.1 27.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 26.0 6.0 6.0 31.0 27.0 Max Q Clear Time (g_c+I1), s 11.0 16.6 8.0 4.1 18.3 19.4 Green Ext Time (p_c), s 0.0 2.0 0.0 0.0 3.6 2.0 Intersection Summary HCM 6th Ctrl Delay 30.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Lanes, Volumes, Timings 5: Park Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 75 71 63 40 58 40 129 250 41 43 406 80 Future Volume (vph) 75 71 63 40 58 40 129 250 41 43 406 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 0 200 0 200 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 609 653 856 347 Travel Time (s) 16.6 17.8 19.5 7.9 Confl. Peds. (#/hr) 26 38 38 26 38 38 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 20% 0% 3% 0% 0% 5% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 11.0 25.0 11.0 25.0 11.0 21.0 11.0 19.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 72.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Park Ave N & N 10th St HCM 6th Signalized Intersection Summary 5: Park Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 71 63 40 58 40 129 250 41 43 406 80 Future Volume (veh/h) 75 71 63 40 58 40 129 250 41 43 406 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.94 0.95 0.93 1.00 0.94 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1604 1900 1856 1900 1900 1826 1885 Adj Flow Rate, veh/h 82 77 68 43 63 43 140 272 45 47 441 87 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 20 0 3 0 0 5 1 Cap, veh/h 426 173 153 380 167 114 189 902 147 104 723 141 Arrive On Green 0.08 0.19 0.19 0.05 0.16 0.16 0.10 0.30 0.30 0.06 0.25 0.25 Sat Flow, veh/h 1810 901 796 1810 1019 695 1810 3004 488 1810 2851 556 Grp Volume(v), veh/h 82 0 145 43 0 106 140 158 159 47 266 262 Grp Sat Flow(s),veh/h/ln 1810 0 1697 1810 0 1714 1810 1763 1729 1810 1735 1673 Q Serve(g_s), s 1.8 0.0 3.8 1.0 0.0 2.8 3.8 3.5 3.6 1.3 6.8 7.0 Cycle Q Clear(g_c), s 1.8 0.0 3.8 1.0 0.0 2.8 3.8 3.5 3.6 1.3 6.8 7.0 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.28 1.00 0.33 Lane Grp Cap(c), veh/h 426 0 326 380 0 282 189 530 519 104 440 424 V/C Ratio(X) 0.19 0.00 0.45 0.11 0.00 0.38 0.74 0.30 0.31 0.45 0.61 0.62 Avail Cap(c_a), veh/h 1176 0 1178 1179 0 1189 897 1223 1200 897 1204 1161 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 0.0 18.0 15.8 0.0 18.8 21.9 13.6 13.6 23.0 16.6 16.7 Incr Delay (d2), s/veh 0.2 0.0 1.0 0.1 0.0 0.8 5.7 0.3 0.3 3.1 1.3 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.5 0.4 0.0 1.1 1.8 1.2 1.3 0.6 2.5 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.3 0.0 19.0 16.0 0.0 19.6 27.6 13.9 13.9 26.1 17.9 18.1 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 227 149 457 575 Approach Delay, s/veh 17.7 18.6 18.1 18.7 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 14.7 10.3 17.8 9.1 13.3 7.9 20.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.0 5.8 5.8 9.0 3.8 4.8 3.3 5.6 Green Ext Time (p_c), s 0.1 0.9 0.3 3.4 0.2 0.6 0.1 1.9 Intersection Summary HCM 6th Ctrl Delay 18.3 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 158 13 64 63 11 25 25 295 56 67 343 71 Future Volume (vph) 158 13 64 63 11 25 25 295 56 67 343 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 200 0 0 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 653 150 370 358 Travel Time (s) 17.8 4.1 10.1 9.8 Confl. Peds. (#/hr) 3 3 3 3 11 11 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 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 2% 1% 10% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 21.0 10.0 21.0 10.0 19.0 10.0 21.0 Total Split (s) 30.0 40.0 30.0 40.0 30.0 40.0 30.0 40.0 Total Split (%) 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% 21.4% 28.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 62.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Splits and Phases: 6: Garden Ave N & N 10th St HCM 6th Signalized Intersection Summary 6: Garden Ave N & N 10th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 13 64 63 11 25 25 295 56 67 343 71 Future Volume (veh/h) 158 13 64 63 11 25 25 295 56 67 343 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.97 0.99 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1870 1885 1752 Adj Flow Rate, veh/h 172 14 70 68 12 27 27 321 61 73 373 77 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 0 0 1 0 2 1 10 Cap, veh/h 425 28 141 354 26 58 325 439 83 390 487 101 Arrive On Green 0.12 0.10 0.10 0.07 0.05 0.05 0.03 0.29 0.29 0.07 0.32 0.32 Sat Flow, veh/h 1810 272 1362 1810 517 1163 1810 1534 292 1781 1511 312 Grp Volume(v), veh/h 172 0 84 68 0 39 27 0 382 73 0 450 Grp Sat Flow(s),veh/h/ln 1810 0 1634 1810 0 1680 1810 0 1826 1781 0 1823 Q Serve(g_s), s 3.7 0.0 2.0 1.5 0.0 0.9 0.4 0.0 7.9 1.2 0.0 9.3 Cycle Q Clear(g_c), s 3.7 0.0 2.0 1.5 0.0 0.9 0.4 0.0 7.9 1.2 0.0 9.3 Prop In Lane 1.00 0.83 1.00 0.69 1.00 0.16 1.00 0.17 Lane Grp Cap(c), veh/h 425 0 170 354 0 83 325 0 523 390 0 587 V/C Ratio(X) 0.40 0.00 0.49 0.19 0.00 0.47 0.08 0.00 0.73 0.19 0.00 0.77 Avail Cap(c_a), veh/h 1286 0 1363 1314 0 1401 1344 0 1522 1329 0 1520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 0.0 17.8 17.1 0.0 19.4 10.6 0.0 13.5 9.9 0.0 12.8 Incr Delay (d2), s/veh 0.2 0.0 0.8 0.1 0.0 1.5 0.0 0.0 0.7 0.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.7 0.5 0.0 0.4 0.1 0.0 2.8 0.4 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.3 0.0 18.6 17.2 0.0 20.9 10.7 0.0 14.3 10.0 0.0 13.6 LnGrp LOS B A B B A C B A B B A B Approach Vol, veh/h 256 107 409 523 Approach Delay, s/veh 17.0 18.6 14.0 13.1 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 9.4 6.4 18.5 10.0 7.1 7.9 17.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.5 4.0 2.4 11.3 5.7 2.9 3.2 9.9 Green Ext Time (p_c), s 0.0 0.3 0.0 2.0 0.1 0.1 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 14 13 13 128 2 64 4 840 142 16 1059 2 Future Volume (vph) 14 13 13 128 2 64 4 840 142 16 1059 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 150 0 150 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 565 1227 1271 998 Travel Time (s) 15.4 33.5 24.8 19.4 Confl. Peds. (#/hr) 1 6 6 1 32 2 2 32 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 1% 0% 0% 0% 2% 0% 0% 2% 0% Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9 Total Split (s) 25.9 36.9 25.9 36.9 22.9 99.9 20.9 99.9 Total Split (%) 14.0% 19.9% 14.0% 19.9% 12.3% 53.8% 11.3% 53.8% Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 185.6 Actuated Cycle Length: 138.3 Natural Cycle: 145 Control Type: Actuated-Uncoordinated Splits and Phases: 7: Logan Ave N & N 8th St HCM 6th Signalized Intersection Summary 7: Logan Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 13 13 128 2 64 4 840 142 16 1059 2 Future Volume (veh/h) 14 13 13 128 2 64 4 840 142 16 1059 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1900 1900 1900 1870 1900 1900 1870 1900 Adj Flow Rate, veh/h 14 13 0 132 2 66 4 866 146 16 1092 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 0 0 1 0 0 0 2 0 0 2 0 Cap, veh/h 29 112 164 192 167 9 982 165 32 1201 2 Arrive On Green 0.02 0.03 0.00 0.09 0.11 0.11 0.01 0.63 0.63 0.02 0.64 0.64 Sat Flow, veh/h 1810 3610 1610 1795 1805 1565 1810 1556 262 1810 1866 3 Grp Volume(v), veh/h 14 13 0 132 2 66 4 0 1012 16 0 1094 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1795 1805 1565 1810 0 1818 1810 0 1870 Q Serve(g_s), s 0.8 0.4 0.0 7.4 0.1 4.1 0.2 0.0 47.8 0.9 0.0 51.9 Cycle Q Clear(g_c), s 0.8 0.4 0.0 7.4 0.1 4.1 0.2 0.0 47.8 0.9 0.0 51.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.00 Lane Grp Cap(c), veh/h 29 112 164 192 167 9 0 1147 32 0 1203 V/C Ratio(X) 0.48 0.12 0.80 0.01 0.40 0.42 0.00 0.88 0.50 0.00 0.91 Avail Cap(c_a), veh/h 351 1086 348 543 471 298 0 1658 263 0 1705 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 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.3 48.6 0.0 45.9 41.2 43.0 51.1 0.0 15.8 50.2 0.0 15.8 Incr Delay (d2), s/veh 11.9 0.5 0.0 8.8 0.0 1.5 27.0 0.0 4.2 11.3 0.0 5.8 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 0.5 0.2 0.0 3.7 0.0 1.7 0.2 0.0 18.4 0.5 0.0 20.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.2 49.0 0.0 54.7 41.2 44.5 78.1 0.0 20.1 61.5 0.0 21.6 LnGrp LOS E D D D D E A C E A C Approach Vol, veh/h 27 A 200 1016 1110 Approach Delay, s/veh 55.9 51.2 20.3 22.1 Approach LOS E D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.3 9.1 6.4 72.2 7.6 16.9 7.7 70.9 Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 Max Green Setting (Gmax), s * 20 * 31 * 17 * 94 * 20 * 31 * 15 * 94 Max Q Clear Time (g_c+I1), s 9.4 2.4 2.2 53.9 2.8 6.1 2.9 49.8 Green Ext Time (p_c), s 0.2 0.0 0.0 12.5 0.0 0.3 0.0 11.1 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 8: Park Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 77 280 51 70 82 43 21 302 58 116 324 72 Future Volume (vph) 77 280 51 70 82 43 21 302 58 116 324 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 30 30 Link Distance (ft) 1227 443 1264 856 Travel Time (s) 33.5 12.1 28.7 19.5 Confl. Peds. (#/hr) 9 2 2 9 6 11 11 6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 4% 0% 0% 4% 0% 0% 2% 0% 3% 2% 2% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 25.0 10.0 25.0 10.0 25.0 10.0 25.0 Total Split (s) 24.0 35.0 24.0 35.0 57.0 77.0 24.0 44.0 Total Split (%) 15.0% 21.9% 15.0% 21.9% 35.6% 48.1% 15.0% 27.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 60.9 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Splits and Phases: 8: Park Ave N & N 8th St HCM 6th Signalized Intersection Summary 8: Park Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 280 51 70 82 43 21 302 58 116 324 72 Future Volume (veh/h) 77 280 51 70 82 43 21 302 58 116 324 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1841 1900 1900 1841 1900 1900 1870 1900 1856 1870 1870 Adj Flow Rate, veh/h 81 295 54 74 86 45 22 318 61 122 341 76 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 4 0 0 4 0 0 2 0 3 2 2 Cap, veh/h 471 537 97 376 404 197 48 635 120 158 798 176 Arrive On Green 0.07 0.18 0.18 0.07 0.18 0.18 0.03 0.21 0.21 0.09 0.28 0.28 Sat Flow, veh/h 1810 2951 533 1810 2266 1104 1810 2973 563 1767 2889 635 Grp Volume(v), veh/h 81 173 176 74 65 66 22 188 191 122 208 209 Grp Sat Flow(s),veh/h/ln 1810 1749 1735 1810 1749 1622 1810 1777 1759 1767 1777 1747 Q Serve(g_s), s 1.6 4.0 4.1 1.4 1.4 1.6 0.5 4.2 4.3 3.0 4.3 4.4 Cycle Q Clear(g_c), s 1.6 4.0 4.1 1.4 1.4 1.6 0.5 4.2 4.3 3.0 4.3 4.4 Prop In Lane 1.00 0.31 1.00 0.68 1.00 0.32 1.00 0.36 Lane Grp Cap(c), veh/h 471 318 316 376 312 289 48 379 375 158 491 483 V/C Ratio(X) 0.17 0.54 0.56 0.20 0.21 0.23 0.45 0.50 0.51 0.77 0.42 0.43 Avail Cap(c_a), veh/h 1112 1174 1165 1024 1174 1089 2106 2863 2833 751 1551 1525 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 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.2 16.6 16.6 13.4 15.7 15.7 21.4 15.5 15.5 19.9 13.3 13.3 Incr Delay (d2), s/veh 0.1 0.5 0.6 0.1 0.1 0.1 2.5 1.0 1.1 3.0 0.6 0.6 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 0.6 1.5 1.5 0.5 0.5 0.5 0.2 1.6 1.6 1.2 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 17.1 17.2 13.5 15.8 15.9 23.9 16.5 16.6 22.9 13.8 13.9 LnGrp LOS B B B B B B C B B C B B Approach Vol, veh/h 430 205 401 539 Approach Delay, s/veh 16.4 15.0 16.9 15.9 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.0 13.1 6.2 17.4 8.2 13.0 9.0 14.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 30.0 52.0 39.0 19.0 30.0 19.0 72.0 Max Q Clear Time (g_c+I1), s 3.4 6.1 2.5 6.4 3.6 3.6 5.0 6.3 Green Ext Time (p_c), s 0.1 1.4 0.0 2.7 0.1 0.5 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 223 1 29 321 2 56 Future Volume (vph) 223 1 29 321 2 56 Satd. Flow (prot) 3571 0 0 3397 1805 1495 Flt Permitted 0.922 0.950 Satd. Flow (perm) 3571 0 0 3144 1803 1495 Satd. Flow (RTOR) 1 62 Confl. Peds. (#/hr) 1 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 1% 0% 60% 1% 0% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 249 0 0 389 2 62 Turn Type NA Perm NA Perm Perm Protected Phases 2 2 Permitted Phases 2 1 1 Detector Phase 2 2 2 1 1 Switch Phase Minimum Initial (s) 25.0 25.0 25.0 5.0 5.0 Minimum Split (s) 30.0 30.0 30.0 21.0 21.0 Total Split (s) 55.0 55.0 55.0 15.0 15.0 Total Split (%) 78.6% 78.6% 78.6% 21.4% 21.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode Min Min Min None None Act Effct Green (s) 34.6 34.6 7.1 7.1 Actuated g/C Ratio 0.77 0.77 0.16 0.16 v/c Ratio 0.09 0.16 0.01 0.22 Control Delay 3.2 3.3 14.5 7.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.2 3.3 14.5 7.4 LOS A A B A Approach Delay 3.2 3.3 7.7 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 45.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.22 Intersection Signal Delay: 3.7 Intersection LOS: A Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Garden Ave N & N 8th St Lanes, Volumes, Timings 10: Garden Ave N & N 8th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 127 2 0 171 293 0 0 1 212 0 203 Future Volume (vph) 149 127 2 0 171 293 0 0 1 212 0 203 Satd. Flow (prot) 0 3431 0 0 3175 0 0 1617 0 0 1805 1482 Flt Permitted 0.667 0.757 Satd. Flow (perm) 0 2349 0 0 3175 0 0 1617 0 0 1433 1482 Satd. Flow (RTOR) 2 318 831 221 Confl. Peds. (#/hr) 1 1 1 1 3 3 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 Heavy Vehicles (%) 1% 4% 0% 0% 4% 0% 0% 0% 0% 0% 0% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 0 302 0 0 504 0 0 1 0 0 230 221 Turn Type pm+pt NA NA NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 4 Detector Phase 5 2 6 6 8 8 4 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 22.0 22.0 22.0 22.0 22.0 10.0 10.0 10.0 Total Split (s) 25.0 30.0 30.0 30.0 20.0 20.0 20.0 20.0 20.0 Total Split (%) 33.3% 40.0% 40.0% 40.0% 26.7% 26.7% 26.7% 26.7% 26.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Recall Mode None Min None None None None None None None Act Effct Green (s) 10.3 10.3 11.5 11.5 11.5 Actuated g/C Ratio 0.32 0.32 0.36 0.36 0.36 v/c Ratio 0.40 0.41 0.00 0.45 0.33 Control Delay 10.8 4.6 0.0 11.6 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 4.6 0.0 11.6 3.2 LOS B A A B A Approach Delay 10.8 4.6 7.5 Approach LOS B A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 32.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 7.1 Intersection LOS: A Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 17 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 276 426 7 252 17 Future Volume (vph) 5 276 426 7 252 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 75 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Right Turn on Red No Yes Link Speed (mph) 25 30 25 Link Distance (ft) 417 614 2390 Travel Time (s) 11.4 14.0 65.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 25% 2% 1% 17% 3% 7% Shared Lane Traffic (%) 49% Turn Type Prot pt+ov Split NA NA Perm Protected Phases 1 1 8 8 8 4 Permitted Phases 4 Detector Phase 1 1 8 8 8 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 21.0 21.0 Total Split (s) 25.0 40.0 40.0 30.0 30.0 Total Split (%) 26.3% 42.1% 42.1% 31.6% 31.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None Min Min None None Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 56 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Splits and Phases: 11: N 8th St & Houser Way N HCM 6th Signalized Intersection Summary 11: N 8th St & Houser Way N 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 18 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 276 426 7 252 17 Future Volume (veh/h) 5 276 426 7 252 17 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1530 1870 1885 1648 1856 1796 Adj Flow Rate, veh/h 6 307 479 0 280 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 25 2 1 17 3 7 Cap, veh/h 301 690 823 378 416 Arrive On Green 0.21 0.21 0.23 0.00 0.22 0.00 Sat Flow, veh/h 1457 1585 3591 1648 1856 1522 Grp Volume(v), veh/h 6 307 479 0 280 0 Grp Sat Flow(s),veh/h/ln 1457 1585 1795 1648 1856 1522 Q Serve(g_s), s 0.1 6.0 5.2 0.0 6.1 0.0 Cycle Q Clear(g_c), s 0.1 6.0 5.2 0.0 6.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 301 690 823 378 416 V/C Ratio(X) 0.02 0.44 0.58 0.00 0.67 Avail Cap(c_a), veh/h 660 1082 2849 1308 1052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 13.9 8.7 15.1 0.0 15.6 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.9 0.0 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.8 1.9 0.0 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 9.4 16.1 0.0 18.3 0.0 LnGrp LOS B A B A B Approach Vol, veh/h 313 479 280 A Approach Delay, s/veh 9.4 16.1 18.3 Approach LOS A B B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 14.9 14.1 15.1 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 20.0 35.0 Max Q Clear Time (g_c+I1), s 8.1 8.0 7.2 Green Ext Time (p_c), s 2.1 1.3 2.9 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 12: Logan Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 19 82 62 4 18 17 953 95 10 1138 7 Future Volume (vph) 29 19 82 62 4 18 17 953 95 10 1138 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 200 0 150 0 175 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 386 1297 158 1271 Travel Time (s) 10.5 35.4 3.1 24.8 Confl. Peds. (#/hr) 1 1 8 3 3 8 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 Heavy Vehicles (%) 24% 0% 1% 22% 0% 0% 7% 2% 7% 0% 3% 29% Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 26.0 26.0 10.0 27.0 27.0 10.0 33.0 33.0 10.0 31.0 Total Split (s) 25.0 67.0 67.0 29.0 65.0 65.0 25.0 75.0 75.0 65.0 75.0 Total Split (%) 10.6% 28.4% 28.4% 12.3% 27.5% 27.5% 10.6% 31.8% 31.8% 27.5% 31.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min Min None Min Intersection Summary Area Type: Other Cycle Length: 236 Actuated Cycle Length: 110.3 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 12: Logan Ave N & N 6th St HCM 6th Signalized Intersection Summary 12: Logan Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 19 82 62 4 18 17 953 95 10 1138 7 Future Volume (veh/h) 29 19 82 62 4 18 17 953 95 10 1138 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1544 1900 1885 1574 1900 1900 1796 1870 1796 1900 1856 1470 Adj Flow Rate, veh/h 31 20 0 67 4 19 18 1025 102 11 1224 8 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, % 24 0 1 22 0 0 7 2 7 0 3 29 Cap, veh/h 46 106 82 151 127 307 1161 941 198 2204 14 Arrive On Green 0.03 0.06 0.00 0.05 0.08 0.08 0.02 0.62 0.62 0.01 0.61 0.61 Sat Flow, veh/h 1471 1900 1598 1499 1900 1600 1711 1870 1516 1810 3591 23 Grp Volume(v), veh/h 31 20 0 67 4 19 18 1025 102 11 601 631 Grp Sat Flow(s),veh/h/ln 1471 1900 1598 1499 1900 1600 1711 1870 1516 1810 1763 1851 Q Serve(g_s), s 1.6 0.8 0.0 3.5 0.2 0.9 0.3 36.1 2.1 0.2 15.7 15.7 Cycle Q Clear(g_c), s 1.6 0.8 0.0 3.5 0.2 0.9 0.3 36.1 2.1 0.2 15.7 15.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 46 106 82 151 127 307 1161 941 198 1082 1136 V/C Ratio(X) 0.67 0.19 0.82 0.03 0.15 0.06 0.88 0.11 0.06 0.56 0.56 Avail Cap(c_a), veh/h 375 1502 459 1453 1224 708 1669 1353 1558 1573 1652 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 35.3 0.0 36.7 33.3 33.6 6.9 12.5 6.0 13.7 8.9 8.9 Incr Delay (d2), s/veh 15.7 0.9 0.0 17.3 0.1 0.5 0.1 4.3 0.1 0.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.4 0.0 1.7 0.1 0.3 0.1 13.1 0.6 0.1 5.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.3 36.2 0.0 54.0 33.4 34.2 7.0 16.7 6.1 13.8 9.3 9.3 LnGrp LOS D D D C C A B A B A A Approach Vol, veh/h 51 A 90 1145 1243 Approach Delay, s/veh 46.6 48.9 15.6 9.4 Approach LOS D D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 9.4 6.6 53.1 7.5 11.2 6.1 53.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 5.5 2.8 2.3 17.7 3.6 2.9 2.2 38.1 Green Ext Time (p_c), s 0.1 0.1 0.0 10.9 0.0 0.1 0.0 10.6 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 13: Park Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 21 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 18 40 3 1 1 6 296 3 2 562 16 Future Volume (vph) 106 18 40 3 1 1 6 296 3 2 562 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 0 0 0 200 0 250 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red No No No No Link Speed (mph) 25 25 30 30 Link Distance (ft) 1297 426 347 1264 Travel Time (s) 35.4 11.6 7.9 28.7 Confl. Peds. (#/hr) 2 1 1 2 8 5 5 8 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 Heavy Vehicles (%) 2% 13% 0% 0% 0% 0% 0% 2% 0% 0% 1% 29% Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.0 26.0 9.0 26.0 Total Split (s) 25.0 35.0 25.0 65.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 19.4% 13.9% 36.1% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 48.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Splits and Phases: 13: Park Ave N & N 6th St HCM 6th Signalized Intersection Summary 13: Park Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 18 40 3 1 1 6 296 3 2 562 16 Future Volume (veh/h) 106 18 40 3 1 1 6 296 3 2 562 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1707 1900 1900 1900 1900 1900 1870 1900 1900 1885 1470 Adj Flow Rate, veh/h 115 20 43 3 1 1 7 322 3 2 611 17 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 13 0 0 0 0 0 2 0 0 1 29 Cap, veh/h 165 157 139 7 7 7 14 1340 12 5 1304 36 Arrive On Green 0.09 0.10 0.10 0.00 0.01 0.01 0.01 0.37 0.37 0.00 0.37 0.37 Sat Flow, veh/h 1781 1622 1439 1810 869 869 1810 3607 34 1810 3559 99 Grp Volume(v), veh/h 115 20 43 3 0 2 7 158 167 2 307 321 Grp Sat Flow(s),veh/h/ln 1781 1622 1439 1810 0 1738 1810 1777 1864 1810 1791 1867 Q Serve(g_s), s 2.4 0.4 1.1 0.1 0.0 0.0 0.1 2.3 2.3 0.0 5.0 5.0 Cycle Q Clear(g_c), s 2.4 0.4 1.1 0.1 0.0 0.0 0.1 2.3 2.3 0.0 5.0 5.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 1.00 0.05 Lane Grp Cap(c), veh/h 165 157 139 7 0 15 14 660 693 5 656 684 V/C Ratio(X) 0.70 0.13 0.31 0.40 0.00 0.14 0.52 0.24 0.24 0.42 0.47 0.47 Avail Cap(c_a), veh/h 936 1278 1134 951 0 2739 951 1867 1959 951 2823 2942 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 15.7 16.0 18.9 0.0 18.7 18.8 8.3 8.3 19.0 9.2 9.2 Incr Delay (d2), s/veh 2.0 0.1 0.5 24.2 0.0 1.6 27.2 0.3 0.3 20.5 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 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.1 0.3 0.1 0.0 0.0 0.2 0.7 0.7 0.0 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 15.9 16.5 43.1 0.0 20.3 46.0 8.5 8.5 39.4 10.0 9.9 LnGrp LOS B B B D A C D A A D A A Approach Vol, veh/h 178 5 332 630 Approach Delay, s/veh 17.9 34.0 9.3 10.0 Approach LOS B C A B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.2 8.7 5.3 18.9 8.5 5.3 5.1 19.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 30.0 20.0 60.0 20.0 60.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 2.1 3.1 2.1 7.0 4.4 2.0 2.0 4.3 Green Ext Time (p_c), s 0.0 0.2 0.0 6.6 0.1 0.0 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 1 3 0 1 1 0 33 1 0 23 6 Future Volume (vph) 11 1 3 0 1 1 0 33 1 0 23 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 150 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 25 Link Distance (ft) 426 215 493 1273 Travel Time (s) 11.6 5.9 13.4 34.7 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 Heavy Vehicles (%) 10% 100% 67% 0% 0% 0% 0% 3% 0% 0% 50% 0% Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Perm NA Protected Phases 2 6 3 8 4 Permitted Phases 2 2 4 Detector Phase 2 2 2 6 3 8 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 24.0 24.0 24.0 23.0 10.0 34.0 26.0 26.0 Total Split (s) 25.0 25.0 25.0 25.0 20.0 50.0 35.0 35.0 Total Split (%) 31.3% 31.3% 31.3% 31.3% 25.0% 62.5% 43.8% 43.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None None None None None None Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 19.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Splits and Phases: 14: Garden Ave N & N 6th St HCM 6th Signalized Intersection Summary 14: Garden Ave N & N 6th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 1 3 0 1 1 0 33 1 0 23 6 Future Volume (veh/h) 11 1 3 0 1 1 0 33 1 0 23 6 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 1752 418 907 0 1900 1900 1900 1856 1900 1900 1159 1900 Adj Flow Rate, veh/h 12 1 3 0 1 1 0 35 1 0 25 6 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, % 10 100 67 0 0 0 0 3 0 0 50 0 Cap, veh/h 624 1 19 0 21 21 16 151 4 642 76 18 Arrive On Green 0.02 0.02 0.02 0.00 0.02 0.02 0.00 0.08 0.08 0.00 0.08 0.08 Sat Flow, veh/h 284 24 769 0 872 872 1810 1795 51 1394 903 217 Grp Volume(v), veh/h 13 0 3 0 0 2 0 0 36 0 0 31 Grp Sat Flow(s),veh/h/ln 307 0 769 0 0 1743 1810 0 1846 1394 0 1120 Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Prop In Lane 0.92 1.00 0.00 0.50 1.00 0.03 1.00 0.19 Lane Grp Cap(c), veh/h 625 0 19 0 0 42 16 0 155 642 0 94 V/C Ratio(X) 0.02 0.00 0.16 0.00 0.00 0.05 0.00 0.00 0.23 0.00 0.00 0.33 Avail Cap(c_a), veh/h 1192 0 1371 0 0 3109 2420 0 7409 4254 0 2996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 5.5 0.0 5.4 0.0 0.0 5.3 0.0 0.0 4.8 0.0 0.0 4.8 Incr Delay (d2), s/veh 0.0 0.0 3.9 0.0 0.0 0.5 0.0 0.0 1.6 0.0 0.0 4.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 0.0 9.3 0.0 0.0 5.8 0.0 0.0 6.4 0.0 0.0 9.1 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 16 2 36 31 Approach Delay, s/veh 6.2 5.8 6.4 9.1 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 5.3 0.0 5.9 5.3 5.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 15.0 30.0 20.0 45.0 Max Q Clear Time (g_c+I1), s 2.3 0.0 2.3 2.0 2.2 Green Ext Time (p_c), s 0.0 0.0 0.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 55 317 37 40 308 0 0 569 53 Future Volume (vph) 0 0 0 55 317 37 40 308 0 0 569 53 Satd. Flow (prot) 0 0 0 0 6250 0 0 3351 0 0 3526 0 Flt Permitted 0.993 0.836 Satd. Flow (perm) 0 0 0 0 6250 0 0 2818 0 0 3526 0 Satd. Flow (RTOR)23 14 Confl. Peds. (#/hr) 2 2 2 2 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 Heavy Vehicles (%) 0% 0% 0% 4% 2% 3% 0% 8% 0% 0% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 445 0 0 378 0 0 676 0 Turn Type Perm NA pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 8 Detector Phase 2 2 3 8 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 Minimum Split (s)29.0 29.0 9.0 26.0 24.0 Total Split (s)36.0 36.0 10.0 64.0 54.0 Total Split (%)36.0% 36.0% 10.0% 64.0% 54.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Max Max Max C-Max C-Max Act Effct Green (s)31.0 59.0 49.0 Actuated g/C Ratio 0.31 0.59 0.49 v/c Ratio 0.23 0.22 0.39 Control Delay 24.6 9.7 16.5 Queue Delay 0.0 0.0 0.0 Total Delay 24.6 9.7 16.5 LOS C A B Approach Delay 24.6 9.7 16.5 Approach LOS C A B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 90 (90%), Referenced to phase 4:SBT and 8:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 15: Park Ave N & N 4th St Lanes, Volumes, Timings 16: Park Ave N & N 3rd St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 854 24 0 0 0 0 267 21 147 535 0 Future Volume (vph) 29 854 24 0 0 0 0 267 21 147 535 0 Satd. Flow (prot) 1612 3527 0 0 0 0 0 3314 0 0 3508 0 Flt Permitted 0.950 0.781 Satd. Flow (perm) 1597 3527 0 0 0 0 0 3314 0 0 2770 0 Satd. Flow (RTOR) 3 9 Confl. Peds. (#/hr) 6 6 3 3 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 Heavy Vehicles (%) 12% 2% 0% 0% 0% 0% 0% 7% 17% 1% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 935 0 0 0 0 0 306 0 0 725 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 22.0 10.0 22.0 Total Split (s) 40.0 40.0 45.0 15.0 60.0 Total Split (%) 40.0% 40.0%45.0% 15.0% 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode Min Min C-Min None C-Min Act Effct Green (s) 34.0 34.0 56.0 56.0 Actuated g/C Ratio 0.34 0.34 0.56 0.56 v/c Ratio 0.06 0.78 0.16 0.47 Control Delay 20.2 34.1 11.5 31.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.2 34.1 11.5 31.9 LOS C C B C Approach Delay 33.6 11.5 31.9 Approach LOS C B C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 89 (89%), Referenced to phase 4:SBTL and 8:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St HCM 6th AWSC 17: Burnett Ave N & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 42 22 19 1 54 101 43 36 2 Future Vol, veh/h 0 8 0 42 22 19 1 54 101 43 36 2 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 Heavy Vehicles, % 0 0 0 0 5 0 0 0 0 5 0 0 Mvmt Flow 0 9 0 46 24 21 1 59 110 47 39 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.6 8 7.7 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 1% 0% 51% 53% Vol Thru, % 35% 100% 27% 44% Vol Right, % 65% 0% 23% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 156 8 83 81 LT Vol 1 0 42 43 Through Vol 54 8 22 36 RT Vol 101 0 19 2 Lane Flow Rate 170 9 90 88 Geometry Grp 1 1 1 1 Degree of Util (X) 0.177 0.011 0.111 0.107 Departure Headway (Hd) 3.752 4.549 4.418 4.38 Convergence, Y/N Yes Yes Yes Yes Cap 939 791 816 806 Service Time 1.845 2.552 2.418 2.472 HCM Lane V/C Ratio 0.181 0.011 0.11 0.109 HCM Control Delay 7.7 7.6 8 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0 0.4 0.4 HCM 6th AWSC 18: I-405 SB Ramp & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 2 Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 153 78 55 150 0 0 0 0 233 6 55 Future Vol, veh/h 0 153 78 55 150 0 0 0 0 233 6 55 Peak Hour 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 Heavy Vehicles, % 0 1 3 4 1 0 0 0 0 3 60 2 Mvmt Flow 0 153 78 55 150 0 0 0 0 233 6 55 Number of Lanes 0 1 1 1 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 2 HCM Control Delay 9.4 9.9 11.7 HCM LOS A A B Lane EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 0% 100% 0% 79% Vol Thru, % 100% 0% 0% 100% 2% Vol Right, % 0% 100% 0% 0% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 153 78 55 150 294 LT Vol 0 0 55 0 233 Through Vol 153 0 0 150 6 RT Vol 0 78 0 0 55 Lane Flow Rate 153 78 55 150 294 Geometry Grp 7 7 7 7 2 Degree of Util (X) 0.235 0.105 0.093 0.231 0.413 Departure Headway (Hd) 5.53 4.856 6.098 5.541 5.055 Convergence, Y/N Yes Yes Yes Yes Yes Cap 644 730 583 642 709 Service Time 3.312 2.638 3.883 3.325 3.118 HCM Lane V/C Ratio 0.238 0.107 0.094 0.234 0.415 HCM Control Delay 10 8.2 9.5 10 11.7 HCM Lane LOS A A A A B HCM 95th-tile Q 0.9 0.4 0.3 0.9 2 HCM 6th AWSC 19: I-405 NB Ramp & N 30th St 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 3 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 335 0 0 118 135 88 5 75 0 0 0 Future Vol, veh/h 51 335 0 0 118 135 88 5 75 0 0 0 Peak Hour 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 Heavy Vehicles, % 2 2 0 0 1 2 4 75 0 0 0 0 Mvmt Flow 51 335 0 0 118 135 88 5 75 0 0 0 Number of Lanes 1 1 0 0 1 1 0 1 0 0 0 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 2 2 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 2 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 2 HCM Control Delay 12.3 8.8 10 HCM LOS B A A Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 Vol Left, % 52% 100% 0% 0% 0% Vol Thru, % 3% 0% 100% 100% 0% Vol Right, % 45% 0% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 168 51 335 118 135 LT Vol 88 51 0 0 0 Through Vol 5 0 335 118 0 RT Vol 75 0 0 0 135 Lane Flow Rate 168 51 335 118 135 Geometry Grp 2 7 7 7 7 Degree of Util (X) 0.245 0.081 0.485 0.175 0.175 Departure Headway (Hd) 5.248 5.72 5.216 5.349 4.66 Convergence, Y/N Yes Yes Yes Yes Yes Cap 680 623 687 667 764 Service Time 3.315 3.483 2.979 3.117 2.427 HCM Lane V/C Ratio 0.247 0.082 0.488 0.177 0.177 HCM Control Delay 10 9 12.8 9.3 8.4 HCM Lane LOS A A B A A HCM 95th-tile Q 1 0.3 2.7 0.6 0.6 Lanes, Volumes, Timings 20: Southport Dr/Coulon Beach Park Dr & Coulon Beach Park Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 5 Lane Group EBL EBT WBT WBR SBL SBR Ø1 Ø2 Ø3 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 2 1204 291 35 19 7 Future Volume (vph) 2 1204 291 35 19 7 Satd. Flow (prot) 0 1881 3495 0 1677 0 Flt Permitted 0.965 Satd. Flow (perm) 0 1881 3495 0 1677 0 Satd. Flow (RTOR) 30 8 Confl. Peds. (#/hr) 25 25 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 1% 1% 3% 5% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 1311 354 0 29 0 Turn Type Perm NA NA Prot Protected Phases 3 5 6 3 5 6 4 1 2 3 5 6 Permitted Phases 3 5 6 Detector Phase 3 5 6 3 5 6 3 5 6 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)25.5 10.5 23.5 28.0 10.5 32.5 Total Split (s)25.5 10.6 35.9 28.0 13.0 33.5 Total Split (%)25.5% 11% 36% 28% 13% 34% Yellow Time (s)3.5 3.5 3.5 3.0 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 Total Lost Time (s)5.5 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None None Max None None Max Act Effct Green (s) 69.5 69.5 20.0 Actuated g/C Ratio 0.70 0.70 0.20 v/c Ratio 1.00 0.15 0.09 Control Delay 42.4 0.9 26.7 Queue Delay 36.3 3.4 0.0 Total Delay 78.7 4.3 26.7 LOS E A C Approach Delay 78.7 4.3 26.7 Approach LOS E A C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 62.2 Intersection LOS: E Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 20: Southport Dr/Coulon Beach Park Dr & Coulon Beach Park Access Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 251 191 779 0 0 0 267 338 3 41 337 60 Future Volume (vph) 251 191 779 0 0 0 267 338 3 41 337 60 Satd. Flow (prot) 0 1847 1583 0 0 0 3433 1883 0 1752 1820 0 Flt Permitted 0.972 0.950 0.950 Satd. Flow (perm) 0 1838 1549 0 0 0 3409 1883 0 1752 1820 0 Satd. Flow (RTOR) 184 9 Confl. Peds. (#/hr) 7 2 2 7 7 7 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 Heavy Vehicles (%) 0% 0% 2% 0% 0% 0% 2% 0% 100% 3% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 481 847 0 0 0 290 370 0 45 431 0 Turn Type Split NA custom Prot NA Prot NA Protected Phases 3 4 3 4 4 5 5 2 1 6 Permitted Phases 3 Detector Phase 3 4 3 4 4 5 5 2 1 6 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 Minimum Split (s)10.5 23.5 10.5 32.5 Total Split (s)13.0 35.9 10.6 33.5 Total Split (%)13.0% 35.9% 10.6% 33.5% Yellow Time (s)3.5 3.5 3.5 3.5 All-Red Time (s)2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None Max None Max Act Effct Green (s) 48.5 50.0 7.5 32.5 5.1 28.0 Actuated g/C Ratio 0.48 0.50 0.08 0.32 0.05 0.28 v/c Ratio 0.54 0.97 1.13 0.60 0.51 0.84 Control Delay 26.5 28.9 138.3 34.3 66.3 48.9 Queue Delay 63.1 43.1 0.1 0.0 0.0 0.0 Total Delay 89.6 71.9 138.4 34.3 66.3 48.9 LOS F E F C E D Approach Delay 78.3 80.0 50.6 Approach LOS E F D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 73.4 Intersection LOS: E Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 21: Lake Washington Blvd N & Coulon Beach Park Dr Lanes, Volumes, Timings 21: Lake Washington Blvd N & Coulon Beach Park Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 7 Lane Group Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Satd. Flow (RTOR) Confl. Peds. (#/hr) Peak Hour Factor Heavy Vehicles (%) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 28.0 25.5 Total Split (s) 28.0 25.5 Total Split (%) 28% 26% Yellow Time (s) 3.0 3.5 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary HCM 6th AWSC 25: Southport Dr & Center Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 4 Intersection Intersection Delay, s/veh 39.9 Intersection LOS E Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 691 126 120 201 0 Future Vol, veh/h 0 691 126 120 201 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 751 137 130 218 0 Number of Lanes 1 0 1 1 1 0 Approach EB NB SB Opposing Approach SB NB Opposing Lanes 0 1 2 Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0 Conflicting Approach Right NB EB Conflicting Lanes Right 2 0 1 HCM Control Delay 57.1 12.7 14 HCM LOS F B B Lane NBLn1 NBLn2 EBLn1 SBLn1 Vol Left, % 100% 0% 0% 0% Vol Thru, % 0% 100% 0% 100% Vol Right, % 0% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 126 120 691 201 LT Vol 126 0 0 0 Through Vol 0 120 0 201 RT Vol 0 0 691 0 Lane Flow Rate 137 130 751 218 Geometry Grp 7 7 2 5 Degree of Util (X) 0.285 0.253 1.009 0.399 Departure Headway (Hd) 7.493 6.981 4.834 6.574 Convergence, Y/N Yes Yes Yes Yes Cap 478 511 744 544 Service Time 5.274 4.762 2.895 4.651 HCM Lane V/C Ratio 0.287 0.254 1.009 0.401 HCM Control Delay 13.3 12.1 57.1 14 HCM Lane LOS B B F B HCM 95th-tile Q 1.2 1 17.1 1.9 Lanes, Volumes, Timings 26: Southport Dr & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 31 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 178 27 246 892 0 Future Volume (vph) 0 178 27 246 892 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 125 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Link Speed (mph) 30 30 30 Link Distance (ft) 174 300 126 Travel Time (s) 4.0 6.8 2.9 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 26: Southport Dr & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 32 Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 178 27 246 892 0 Future Vol, veh/h 0 178 27 246 892 0 Conflicting Peds, #/hr 5 5 5 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 125 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 193 29 267 970 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1305 980 975 0 - 0 Stage 1 975 - - - - - Stage 2 330 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 176 302 703 - - - Stage 1 364 - - - - - Stage 2 726 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 167 299 700 - - - Mov Cap-2 Maneuver 167 - - - - - Stage 1 347 - - - - - Stage 2 722 - - - - - Approach EB NB SB HCM Control Delay, s 36.7 1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 700 - 299 - - HCM Lane V/C Ratio 0.042 - 0.647 - - HCM Control Delay (s) 10.4 - 36.7 - - HCM Lane LOS B - E - - HCM 95th %tile Q(veh) 0.1 - 4.2 - - Lanes, Volumes, Timings 27: Southport Dr & Frontage Rd 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 33 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 136 25 273 1070 0 Future Volume (vph) 0 136 25 273 1070 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 Link Distance (ft) 175 164 75 Travel Time (s) 4.0 3.7 1.7 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 27: Southport Dr & Frontage Rd 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 34 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 136 25 273 1070 0 Future Vol, veh/h 0 136 25 273 1070 0 Conflicting Peds, #/hr 5 5 5 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 0 148 27 297 1163 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1524 1173 1168 0 - 0 Stage 1 1168 - - - - - Stage 2 356 - - - - - Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 129 233 594 - - - Stage 1 294 - - - - - Stage 2 707 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 121 231 591 - - - Mov Cap-2 Maneuver 121 - - - - - Stage 1 276 - - - - - Stage 2 703 - - - - - Approach EB NB SB HCM Control Delay, s 44.7 1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 591 - 231 - - HCM Lane V/C Ratio 0.046 - 0.64 - - HCM Control Delay (s) 11.4 0 44.7 - - HCM Lane LOS B A E - - HCM 95th %tile Q(veh) 0.1 - 3.9 - - Lanes, Volumes, Timings 28: Frontage Road & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 35 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 59 0 0 25 136 200 Future Volume (vph) 59 0 0 25 136 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 Link Distance (ft) 472 543 107 Travel Time (s) 10.7 12.3 2.4 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 28: Frontage Road & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 36 Intersection Int Delay, s/veh 6.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 59 0 0 25 136 200 Future Vol, veh/h 59 0 0 25 136 200 Conflicting Peds, #/hr 5 0 0 5 5 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 16965 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 64 0 0 27 148 217 Major/Minor Minor2 Major2 Conflicting Flow All 24 19 - 0 Stage 1 19 19 - - Stage 2 5 0 - - Critical Hdwy 6.43 6.53 - - Critical Hdwy Stg 1 5.43 5.53 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.527 4.027 - - Pot Cap-1 Maneuver 989 873 - - Stage 1 1001 878 - - Stage 2 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 979 0 - - Mov Cap-2 Maneuver 979 0 - - Stage 1 996 0 - - Stage 2 - 0 - - Approach EB WB HCM Control Delay, s 8.9 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h) 979 - - HCM Lane V/C Ratio 0.066 - - HCM Control Delay (s) 8.9 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.2 - - Lanes, Volumes, Timings 29: Park Ave N & Frontage Road 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 37 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 118 200 0 0 24 181 59 0 601 0 Future Volume (vph) 0 0 118 200 0 0 24 181 59 0 601 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 11 11 11 12 12 12 Link Speed (mph) 30 30 30 30 Link Distance (ft) 151 472 325 236 Travel Time (s) 3.4 10.7 7.4 5.4 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 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 Shared Lane Traffic (%) Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 29: Park Ave N & Frontage Road 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 38 Intersection Int Delay, s/veh 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 118 200 0 0 24 181 59 0 601 0 Future Vol, veh/h 0 0 118 200 0 0 24 181 59 0 601 0 Conflicting Peds, #/hr 5 0 5 5 0 5 5 0 5 5 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 0 0 128 217 0 0 26 197 64 0 653 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 944 976 337 618 944 239 658 0 0 266 0 0 Stage 1 658 658 - 286 286 - - - - - - - Stage 2 286 318 - 332 658 - - - - - - - Critical Hdwy 7.345 6.545 6.945 7.345 6.545 6.245 4.145 - - 4.145 - - Critical Hdwy Stg 1 6.545 5.545 - 6.145 5.545 - - - - - - - Critical Hdwy Stg 2 6.145 5.545 - 6.545 5.545 - - - - - - - Follow-up Hdwy 3.5285 4.0285 3.3285 3.5285 4.0285 3.3285 2.2285 - - 2.2285 - - Pot Cap-1 Maneuver 228 249 657 386 260 796 922 - - 1290 - - Stage 1 419 458 - 718 672 - - - - - - - Stage 2 718 651 - 654 458 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 220 238 651 300 249 788 918 - - 1284 - - Mov Cap-2 Maneuver 220 238 - 300 249 - - - - - - - Stage 1 403 456 - 691 646 - - - - - - - Stage 2 691 626 - 523 456 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 43.1 0.8 0 HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 918 - - 651 300 1284 - - HCM Lane V/C Ratio 0.028 - - 0.197 0.725 - - - HCM Control Delay (s) 9 0 - 11.9 43.1 0 - - HCM Lane LOS A A - B E A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 5.2 0 - - Lanes, Volumes, Timings 30: Park Ave N & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 39 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 516 0 21 160 0 85 Future Volume (vph) 516 0 21 160 0 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 30 30 30 Link Distance (ft) 166 236 299 Travel Time (s) 3.8 5.4 6.8 Confl. Peds. (#/hr) 5 5 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 30: Park Ave N & Garage Access 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 40 Intersection Int Delay, s/veh 14.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 516 0 21 160 0 85 Future Vol, veh/h 516 0 21 160 0 85 Conflicting Peds, #/hr 5 5 0 5 5 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 561 0 23 174 0 92 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 212 120 0 0 202 0 Stage 1 115 - - - - - Stage 2 97 - - - - - Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 774 929 - - 1364 - Stage 1 907 - - - - - Stage 2 924 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 766 920 - - 1358 - Mov Cap-2 Maneuver 766 - - - - - Stage 1 902 - - - - - Stage 2 919 - - - - - Approach WB NB SB HCM Control Delay, s 21.4 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 766 1358 - HCM Lane V/C Ratio - - 0.732 - - HCM Control Delay (s) - - 21.4 0 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 6.5 0 - Lanes, Volumes, Timings 31: Garage Access & Center Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 21 9 0 29 85 0 58 159 0 0 Future Volume (vph) 0 0 21 9 0 29 85 0 58 159 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 50 0 0 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 105 198 148 118 Travel Time (s) 2.4 4.5 3.4 2.7 Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5 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 Shared Lane Traffic (%) Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 31: Garage Access & Center Dr 05/16/2022 800 Garden Ave Synchro 10 Report 2031 With Project - PM Peak Hour Page 42 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 21 9 0 29 85 0 58 159 0 0 Future Vol, veh/h 0 0 21 9 0 29 85 0 58 159 0 0 Conflicting Peds, #/hr 5 0 5 5 0 5 5 0 5 5 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 - - - - - - - - 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, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 0 0 23 10 0 32 92 0 63 173 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 37 0 0 28 0 0 58 74 22 89 69 26 Stage 1 - - - - - - 17 17 - 41 41 - Stage 2 - - - - - - 41 57 - 48 28 - Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 Critical Hdwy Stg 1 - - - - - - 6.13 5.53 - 6.13 5.53 - Critical Hdwy Stg 2 - - - - - - 6.13 5.53 - 6.13 5.53 - Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1567 - - 1579 - - 936 814 1052 894 820 1047 Stage 1 - - - - - - 1000 879 - 971 859 - Stage 2 - - - - - - 971 845 - 963 870 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1560 - - 1571 - - 923 801 1042 828 807 1037 Mov Cap-2 Maneuver - - - - - - 923 801 - 828 807 - Stage 1 - - - - - - 995 875 - 966 850 - Stage 2 - - - - - - 960 836 - 900 866 - Approach EB WB NB SB HCM Control Delay, s 0 1.7 9.4 10.5 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 968 1560 - - 1571 - - 828 HCM Lane V/C Ratio 0.161 - - - 0.006 - - 0.209 HCM Control Delay (s) 9.4 0 - - 7.3 - - 10.5 HCM Lane LOS A A - - A - - B HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.8 Traffic Impact AnalysisSouthport West – Renton, WA Appendix D Trip Generation Calculations Land Use Size / Units ITE LUC 1 Trip Rate 1 Enter Exit Enter Exit Total DAILY Southport West Office 1,405,000 SF 710 Ln(T) = 0.87 Ln(X) + 3.05 50%50%5,782 5,781 11,563 Internal 2 -403 -281 -684 5,379 5,500 10,879 Retail 40,600 SF 821 67.52 50%50%1,370 1,371 2,741 Internal 2 -391 -365 -756 Pass-By 3 40%-397 -397 -794 582 609 1,191 Southport Built to Date Multifamily Housing (Mid-Rise)383 DU 221 T = 4.77(X) - 46.46 50%50%890 890 1,780 Internal 2 -174 -236 -410 716 654 1,370 Office 712,752 SF 710 Ln(T) = 0.87 Ln(X) + 3.05 50%50%3,203 3,204 6,407 Internal 2 -223 -156 -379 2,980 3,048 6,028 Retail 30,000 SF 822 T = 42.20(X) + 229.68 50%50%748 748 1,496 Internal 2 -213 -200 -413 Pass-By 3 40%-217 -216 -433 318 332 650 Restaurant 10,000 SF 931 83.84 50%50%419 419 838 Internal 2 -120 -112 -232 Pass-By 3 44%-134 -133 -267 165 174 339 Hotel 347 rooms 310 T = 10.84(X) - 423.51 50%50%1,669 1,669 3,338 Internal 2 -120 -294 -414 1,549 1,375 2,924 Southport West Gross Daily Trips Generated =7,152 7,152 14,304 Less Internal Trips =-1,644 -1,644 -3,288 Less Pass-By Trips =-397 -397 -794 Southport West Total Proposed Net Daily Trips =5,111 5,111 10,222 Notes: 1. Land Use Code, trip rates, and directional splits from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. 2. Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 3. Pass-By trips determined based on methodology included in the Appendices from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. Southport West Weekday Trip Generation Estimate Directional Split 1 Vehicle Trip Generation 5/17/2022 Land Use Size / Units ITE LUC 1 Trip Rate 1 Enter Exit Enter Exit Total AM PEAK HOUR Southport West Office 1,405,000 SF 710 Ln(T) = 0.86 Ln(X) + 1.16 88%12%1,430 195 1,625 Internal 2 -47 -19 -66 1,383 176 1,559 Retail 40,600 SF 821 1.73 62%38%43 27 70 Internal 2 -16 -10 -26 Pass-By 3 40%-11 -7 -18 16 10 26 Southport Built to Date Multifamily Housing (Mid-Rise)383 DU 221 T = 0.44(X) - 11.61 23%77%36 121 157 Internal 2 -1 -4 -5 35 117 152 Office 712,752 SF 710 Ln(T) = 0.86 Ln(X) + 1.16 88%12%797 109 906 Internal 2 -26 -10 -36 771 99 870 Retail 30,000 SF 822 2.36 60%40%43 28 71 Internal 2 -16 -10 -26 Pass-By 3 40%-11 -7 -18 16 11 27 Restaurant 10,000 SF 931 0.73 80%20%6 1 7 Internal 2 -5 0 -5 Pass-By 3 44%-1 0 -1 0 1 1 Hotel 347 rooms 310 T = 0.50(X) - 7.45 56%44%93 73 166 Internal 2 0 -58 -58 93 15 108 Southport West Gross AM Peak Hour Trips Generated =1,473 222 1,695 Less Internal Trips (including Southport Built to Date) =-111 -111 -222 Less Pass-by Trips =-11 -7 -18 Southport West Total Proposed Net AM Peak Hour Trips =1,351 104 1,455 Notes: 1. Land Use Code, trip rates, and directional splits from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. 2. Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 3. Pass-By trips determined based on methodology included in the Appendices from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. Southport West Weekday Trip Generation Estimate Directional Split 1 Vehicle Trip Generation 5/17/2022 Land Use Size / Units ITE LUC 1 Trip Rate 1 Enter Exit Enter Exit Total PM PEAK HOUR Southport West Office 1,405,000 SF 710 Ln(T) = 0.83 Ln(X) + 1.29 17%83%253 1,236 1,489 Internal 2 -4 -13 -17 249 1,223 1,472 Retail 40,600 SF 821 5.19 49%51%103 108 211 Internal 2 -27 -40 -67 Pass-By 3 40%-28 -30 -58 48 38 86 Southport Built to Date Multifamily Housing (Mid-Rise)383 DU 221 T = 0.39(X) + 0.34 61%39%92 58 150 Internal 2 -51 -30 -81 41 28 69 Office 712,752 SF 710 Ln(T) = 0.83 Ln(X) + 1.29 17%83%144 704 848 Internal 2 -3 -7 -10 141 697 838 Retail 30,000 SF 822 Ln(T) = 0.71 Ln(X) + 2.72 50%50%85 85 170 Internal 2 -22 -31 -53 Pass-By 3 40%-24 -23 -47 39 31 70 Restaurant 10,000 SF 931 7.80 67%33%52 26 78 Internal 2 -26 -19 -45 Pass-By 3 44%-10 -5 -15 16 2 18 Hotel 347 rooms 310 T = 0.74(X) - 27.89 51%49%117 112 229 Internal 2 -14 -7 -21 103 105 208 Southport West Gross PM Peak Hour Trips Generated =356 1,344 1,700 Less Internal Trips (including Southport Built to Date) =-147 -147 -294 Less Pass-by Trips =-28 -30 -58 Southport West Total Proposed Net PM Peak Hour Trips =181 1,167 1,348 Notes: 1. Land Use Code, trip rates, and directional splits from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. 2. Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 3. Pass-By trips determined based on methodology included in the Appendices from Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. Southport West Weekday Trip Generation Estimate Directional Split 1 Vehicle Trip Generation 5/17/2022