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HomeMy WebLinkAboutRS_Updated_Traffic_Impact_Analysis_230404_v2 800 Garden Ave N LUA22-000415 Renton, WA Updated Traffic Impact Analysis April 4, 2023 Prepared for: Dash-80 Property Owner, LLC 1725 S Bascom Ave, Suite 1050 Campbell, CA 95008 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 (425) 889-6747 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page i Table of Contents FINDINGS/CONCLUSIONS ......................................................................................................1 INTRODUCTION......................................................................................................................4 Project Description................................................................................................................4 Project Approach..................................................................................................................4 Primary Data and Information Sources ......................................................................................5 EXISTING CONDITIONS...........................................................................................................8 Study Area..........................................................................................................................8 Roadway Network ...............................................................................................................8 Transit Service......................................................................................................................9 Non-Motorized Transportation Facilities ..................................................................................10 Collision History.................................................................................................................10 Traffic Volumes...................................................................................................................11 Intersection Levels of Service .................................................................................................14 FUTURE CONDITIONS ............................................................................................................16 Planned Transportation Improvements .....................................................................................16 Project Trip Generation........................................................................................................17 Project Trip Distribution and Assignment ..................................................................................18 Future Traffic Volumes..........................................................................................................18 Future Level of Service .........................................................................................................27 Site Access Assessment........................................................................................................29 PHASING ANALYSIS FOR MITIGATION...................................................................................30 Phased Trip Generation .......................................................................................................30 Phased Project Trip Distribution and Assignment........................................................................31 Future Traffic Volumes..........................................................................................................31 Phased Future Level of Service...............................................................................................34 MITIGATION.........................................................................................................................35 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page ii 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 Appendix E – Distribution and Assignment for Pipeline Projects List of Figures and Tables Figure 1 Project Site Vicinity .......................................................................................................6 Figure 2 Preliminary Site Plan .....................................................................................................7 Figure 3 2022 Existing AM Peak Hour Traffic Volumes..................................................................12 Figure 4 2022 Existing PM Peak Hour Traffic Volumes ..................................................................13 Figure 5 Peak Hour Project Trip Distribution .................................................................................20 Figure 6 AM Peak Hour Project Trip Assignment...........................................................................21 Figure 7 PM Peak Hour Project Trip Assignment ...........................................................................22 Figure 8 2037 No Action AM Peak Hour Traffic Volumes..............................................................23 Figure 9 2037 No Action PM Peak Hour Traffic Volumes ..............................................................24 Figure 10 2037 With Project AM Peak Hour Traffic Volumes.........................................................25 Figure 11 2037 With Project PM Peak Hour Traffic Volumes..........................................................26 Figure 12 2027, 2032, and 2037 AM Peak Hour Traffic Volumes ................................................32 Figure 13 2027, 2032, and 2037 PM Peak Hour Traffic Volumes.................................................33 Table 1 Existing Roadway Network Summary – Project Site Vicinity ..................................................9 Table 2 Collision Data Summary, January 1, 2018, to December 31, 2020...................................10 Table 3 LOS Criteria for Signalized and Stop-Controlled Intersections1 ............................................14 Table 4 Existing 2022 Weekday Peak Hour LOS Summary ..........................................................15 Table 5 Project Trip Generation Summary..................................................................................17 Table 6 Project Trip Distribution................................................................................................18 Table 7 Peak Hour Trip Generation Summary for Pipeline Projects ..................................................19 Table 8 Future 2037 Weekday AM Peak Hour LOS Summary ......................................................27 Table 9 Future 2037 Weekday PM Peak Hour LOS Summary.......................................................28 Table 10 Future 2037 With Project Site Access Peak Hour LOS & Queue Summary..........................30 Table 11 Phased Project Trip Generation Summary......................................................................31 Table 12 Phased Future Weekday Peak Hour LOS Summary.........................................................34 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 1 FINDINGS/CONCLUSIONS This updated Traffic Impact Analysis (TIA) has been prepared for the proposed 800 Garden Ave N project located east of Garden Ave N between N 10th Street and N 8th Street in Renton, WA. This TIA has been updated to address comments received from the City and their 3rd party reviewer on March 22, 2023. Project Proposal. The proposed 800 Garden Ave N project will include up to 1,200 multifamily residential dwelling units and 50,000 square feet (SF) of retail space in three (3) buildings. The existing site includes a 151,840 SF electronics superstore (currently vacant) that will be removed with the proposed development. Vehicular access to/from the proposed development would be provided by four driveways; one on Garden Ave N, one on N 10th Street, and two on N 8th Street. Project Phasing. The proposed 800 Garden Ave N project is anticipated to be completed in three (3) phases with full project buildout expected by 2037. Phase 1 (Building A – the north building) is anticipated to be occupied by 2027, Phase 2 (Building B – the center building) is anticipated to be occupied by 2032, and Phase 3 (Building C – the south building) is anticipated to be occupied by 2037. Trip Generation. The proposed project is estimated to generate 3,487 net new weekday daily trips, with 561 net new trips occurring during the weekday AM peak hour (143 entering, 418 exiting), and 235 net new trips occurring during the weekday PM peak hour (161 entering, 74 exiting). Future Year LOS. LOS analyses were conducted for future year 2037 with full buildout of the proposed project during the weekday AM and PM peak hour at 16 signalized off-site study intersections. All study intersections are expected to meet the applicable level of service (LOS) standards during the weekday AM and PM peak hours in 2037 without or with the proposed project with the exception of the Garden Ave N/N Southport Dr intersection during the weekday PM peak hour in 2037. Mitigation has been identified to mitigate project traffic impacts at this intersection, which is described in the Mitigation section. It is also 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 2037. 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. Site Access Analysis. All controlled movements at the four (4) proposed site access driveways on Garden Ave N, N 10th Street, and N 8th Street are expected to operate at LOS C or better in 2037 with minimal queueing. Phasing Analysis for Mitigation. A phasing analysis was completed to further evaluate the necessary timing of mitigation at the Garden Ave N/N Southport Dr intersection. The Garden Ave N/N Southport Dr intersection is expected to meet the applicable level of service (LOS) standard (LOS E or better) with the first two phases of the project during both the AM and PM peak hours, and with full buildout of the project during the AM peak hour. However, mitigation at the intersection will be Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 2 needed with Phase 3 (Building C) of the proposed 800 Garden Ave N project during the PM peak hour. The specific mitigation is identified in the section below. Mitigation. The following 4 measures are identified to mitigate traffic impacts of the 800 Garden N development. Frontage Improvements. Garden Ave N: o New curb, gutter, sidewalk, planter strip with street trees, and street lighting. o 23.5’ right-of-way dedication. o New parallel parking/loading zone along frontage. N 8th Street: o New curb, gutter, sidewalk, planter strip with street trees, and street lighting. o 37’ right-of-way dedication (note an additional 10’ of right-of-way was dedicated to accommodate the future City/WSDOT direct access road on NE 8th Street). Off-Site Improvements. The existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed project, with the exception of the Garden Ave N/N Southport Dr intersection (#3) which is anticipated to operate at LOS F during the PM peak hour in 2037. To mitigate project traffic impacts at this intersection, the following measure is proposed: o The applicant shall provide funds to the City in an amount not to exceed $100,000 for the City to implement Adaptive Signal Control Technology (ASCT) Split Cycle Offset Optimization Technique (SCOOT) at the Garden Ave N/N Southport Dr intersection prior to Final Certificate of Occupancy of Phase 3 (Building C). Potential benefits of implementing Adaptive Signal Control Technology (ASCT) at the Garden Ave N/N Southport Dr intersection include but are not limited to the following: Improved travel time reliability and quality of service Reduced congestion Faster signal response to traffic conditions, including real-time accommodations for variable travel patterns (special events, construction, or traffic incidents) Reduced emissions due to improved traffic flow Equitably distributed green light time for all traffic movements Prolonged effectiveness of traffic signal timing Continually updated traffic signal timing Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a transportation impact fee. The City’s currently adopted 2023-2024 impact fee rate is $7,550.02 per apartment dwelling unit, $73.97 per SF for a supermarket, and $29.88 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 3 Transportation Management Plan (TMP). The 800 Garden Ave N project will provide a transportation management plan (TMP) to encourage use of other modes such as transit and other non-single occupant vehicle modes. A list of potential TMP elements are identified here which may include but not be limited to some of the following: o Carpool/Vanpool Parking – provide designated carpool/vanpool parking stalls near building entrances. o Bicycle Parking – provide more on-site bicycle parking than required by code. o Passenger Loading Zones – a loading zone will be identified for carpool/vanpool drop offs near the front of the building. o Pedestrian Connections – designate pedestrian circulation within the site and extended to existing City sidewalks. o Direct Route to Transit – the City has various transit stops within close proximity to the project site. (note: closest transit stops are located on N 10th Street west of Garden Ave N and N Southport Drive west of Garden Ave N). o Informational Kiosk – the on-site manager will display the following information in a prominent location including: transit routes, carpool and vanpool information. This information can also be housed within the tenant’s internal intranet pages. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 4 INTRODUCTION This updated Traffic Impact Analysis (TIA) ha has been prepared for the proposed 800 Garden Ave N project located east of Garden Ave N between N 10th Street and N 8th Street in Renton, WA in Renton, WA as shown in the Figure 1 Vicinity Map. This TIA has been updated to address comments received from the City and their 3rd party reviewer on March 22, 2023. Project Description The proposed 800 Garden Ave N project will include up to 1,200 multifamily residential dwelling units and 50,000 square feet (SF) of retail space in three (3) buildings. The existing site includes a 151,840 SF electronics superstore (currently vacant) that will be removed with the proposed development. Vehicular access to/from the proposed development would be provided by four driveways; one on Garden Ave N, one on N 10th Street, and two on N 8th Street. A preliminary site plan is provided in Figure 2. The proposed 800 Garden Ave N project is anticipated to be completed in three (3) phases with full project buildout expected by 2037. Phase 1 (Building A – the north building) is anticipated to be occupied by 2027, Phase 2 (Building B – the center building) is anticipated to be occupied by 2032, and Phase 3 (Building C – the south building) is anticipated to be occupied by 2037. Project Approach The specific scope of work used in the evaluation of the traffic impacts of the proposed 800 Garden Ave N 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 16 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 future 2037 conditions at the 16 off-site study intersection without and with the proposed development. Analyzed weekday AM and PM peak hour LOS for future 2037 conditions without and with the proposed development at the 16 off-site study intersections. Assessed operations at the proposed site access locations, including LOS and queuing during weekday AM and PM peak hour conditions. Documented phasing analysis to determine necessary timing of off-site mitigation. Documented proposed traffic mitigation. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 5 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 6 Figure 1 Project Site Vicinity Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 7 Figure 2 Preliminary Site Plan Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 8 EXISTING CONDITIONS Study Area The existing transportation study area and roadway network providing access to the 800 Garden Ave N 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 16 signalized 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 Roadway Network The primary anticipated travel routes to and from the 800 Garden Ave N site in the City of Renton include N Southport Drive, Garden Ave N, Park Ave N, Logan Ave N, and N 8th St. 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 9 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 10th Street west of Garden Ave N and 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 10 Non-Motorized Transportation Facilities Non-motorized transportation facilities in the immediate project vicinity include sidewalks on both sides of Garden Ave N, N 10th Street (west of Garden Ave N) and N 8th Street. Crosswalks and pedestrian push buttons are also provided at all signalized intersections in the project vicinity. No bike lanes are provided along Garden Ave N, N 10th Street (west of Garden Ave N), or N 8th Street. Collision History Historic collisions at the study intersections were analyzed for the three-year period from 2018 to 2020. Collision data was provided by WSDOT. Summaries of the total and yearly average collisions during this period are provided in Table 2. The detailed collision history is included in Appendix A. Table 2 Collision Data Summary, January 1, 2018, to December 31, 2020 Study Intersection 2018201920203-Year Total Collisions Avg. Annual Collisions Est. AWDT1 Collisions per MEV2 1. I-405 NB Ramps / N Southport Dr / NE Sunset Blvd 6 8 8 22 7.33 26,580 0.76 2. I-405 SB Ramps / 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 Dr 0 1 0 1 0.33 16,640 0.05 5. Park Ave N / N 10th Street 0 0 2 2 0.67 8,900 0.21 6. Garden Ave N / N 10th Street 0 0 0 0 0.00 8,280 0.00 7. Logan Ave N / N 8th Street 0 2 0 2 0.67 15,810 0.12 8. Park Ave N / N 8th Street 3 2 3 8 2.67 9,710 0.75 9. Garden Ave N (south) / N 8th Street 1 0 1 2 0.67 4,370 0.42 10. Garden Ave N (north) / N 8th Street 0 0 0 0 0.00 7,760 0.00 11. Houser Way N / N 8th Street 2 0 0 2 0.67 5,720 0.32 12. Logan Ave N / N 6th Street 1 1 1 3 1.00 16,950 0.16 13. Park Ave N / N 6th Street 0 0 0 0 0.00 6,730 0.00 14. Garden Ave N / N 6th Street 0 0 0 0 0.00 710 0.00 15. Park Ave N / N 4th Street 8 6 6 20 6.67 9,120 2.00 16. Park Ave N / N 3rd Street 5 5 5 15 5.00 13,630 1.01 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. 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 MEV 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 11 Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the 16 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 12 Figure 3 2022 Existing AM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 13 Figure 4 2022 Existing PM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 14 Intersection Levels of Service Existing weekday AM and PM peak hour level of service (LOS) analyses were conducted at the 16 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 16 off-site study intersections were calculated using Synchro 11 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 the State Route (SR) 900 corridor and Logan Ave N (study intersections #1-4 and #7-8), where The Transportation Element of the City’s Comprehensive Plan specifies a minimum standard of LOS E. The 2022 existing weekday AM and PM peak hour LOS analysis results at the 16 off-site study intersections are summarized in Table 4. The 2022 existing detailed LOS worksheets are included in Appendix C. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 15 Table 4 Existing 2022 Weekday Peak Hour LOS Summary AM Peak Hour PM Peak Hour Signalized Study Intersection LOS Delay (sec)LOS Delay (sec) 1. I-405 NB Ramps / N Southport Dr / NE Sunset Blvd B 19.3 C 20.7 2. I-405 SB Ramps / N Southport Dr B 19.9 C 32.4 3. Garden Ave N / N Southport Dr C 21.1 C 29.3 4. Park Ave N / N Southport Dr B 14.1 C 20.5 5. Park Ave N / N 10th Street B 12.2 B 16.7 6. Garden Ave N / N 10th Street B 11.3 B 13.6 7. Logan Ave N / N 8th Street B 14.3 B 16.5 8. Park Ave N / N 8th Street C 21.8 B 14.6 9. Garden Ave N (south) / N 8th Street A 3.8 A 3.8 10. Garden Ave N (north) / N 8th Street A 5.0 A 5.9 11. Houser Way N / N 8th Street B 10.2 A 9.5 12. Logan Ave N / N 6th Street B 12.9 B 12.5 13. Park Ave N / N 6th Street B 15.5 B 11.4 14. Garden Ave N / N 6th Street A 8.4 A 7.6 15. Park Ave N / N 4th Street B 13.5 B 17.3 16. Park Ave N / N 3rd Street B 17.7 C 28.8 As shown in Table 4, all 16 signalized study intersections currently operate at LOS C or better during the weekday AM and PM peak hours. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 16 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 Description: 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. TIP #21-35: Houser Way N Shared Use Path (N 8th St to Lake Washington Blvd) – Funding Undetermined Description: 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 Description: 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 – New Project Description: This project 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 I-405 access ramps 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. TIP #21-53: South Lake Washington Transit Hub – Funding Undetermined Description: 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 Description: 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 17 Project Trip Generation The trip generation estimates for the proposed and existing uses were based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021) for Land Use Code (LUC) 221 (Multifamily Housing (Mid-Rise)), LUC 821 (Shopping Plaza with Supermarket), and LUC 863 (Electronics Superstore)). 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). 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). The resulting net new weekday AM and PM peak hour trip generation estimates for the proposed project are summarized in Table 5 and reflect the adjustments for internal trip capture and pass-by trips. Detailed trip generation calculations are included in Appendix D. Table 5 Project Trip Generation Summary Trips Generated Weekday Time Period In Out Total Daily Gross Proposed Trips 5,201 5,202 10,403 Less internal trips -804 -804 -1,608 Less pass-by trips -784 -784 -1,568 Net Proposed Trips 3,506 3,506 7,012 Less existing use trips -1,870 -1,870 -3,740 Net New Trips 1,743 1,744 3,487 AM Peak Hour Gross Proposed Trips 229 464 693 Less internal trips -6 -6 -12 Less pass-by trips -42 -26 -68 Net Proposed Trips 181 432 613 Less existing use trips -38 -14 -52 Net New Trips 143 418 561 PM Peak Hour Gross Proposed Trips 526 444 970 Less internal trips -92 -92 -184 Less pass-by trips -79 -85 -164 Net Proposed Trips 355 267 622 Less existing use trips -194 -193 -387 Net New Trips 161 74 235 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 18 Project Trip Distribution and Assignment The distribution and assignment of the new weekday AM and PM peak hour trips generated by the proposed 800 Garden Ave N project was estimated based on 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. It should be noted that given the existing use was vacant at the time traffic counts were conducted, gross project trips were assigned to the study intersection and site access driveways. Project trips were assigned separately to specific site access driveways based on individual building uses and their respective garage access locations. The following Table 6 summarizes the resulting general trip distribution patterns. Table 6 Project Trip Distribution Route (Direction)Trip Distribution Lake Washington Blvd N (north)5% I-405 (north)35% NE Sunset Blvd (east)10% I-405 (south)20% Houser Way N (south)15% Park Ave N (south)5% Logan Ave N (west/south)10% TOTAL 100% The estimated 800 Garden Ave N peak hour project trip distribution is illustrated in Figure 5. The AM and PM peak hour new project trip assignment is shown in Figures 6 and 7, respectively. Future Traffic Volumes The proposed 800 Garden Ave N project is anticipated to be completed in three (3) phases with full project buildout expected by 2037. Phase 1 (Building A – north building) is anticipated to be occupied by 2027, Phase 2 (Building B – center building) is anticipated to be occupied by 2032, and Phase 3 (Building C – south building) is anticipated to be occupied by 2037. Thus, 2037 was chosen as the horizon year to analyze full-buildout. Future 2037 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 the following pipeline projects: Topgolf (TIA provided by City) Southport Existing Unoccupied Land Use 1. 27,000 SF of retail use (out of the 30,000 GLA of approved retail use) was vacant at the time existing counts were collected. 2. 692,752 SF of office use (out of the 712,752 GFA of approved office space) was vacant at the time existing counts were collected. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 19 Southport West (Full Buildout) 1. 1,405,000 SF office use 2. 40,600 SF retail use A summary of the peak hour trip generation associated with the pipeline projects is provided in Table 7 and the detailed trip generation and distribution and assignment associated with the pipeline projects is included in Appendix E. Table 7 Peak Hour Trip Generation Summary for Pipeline Projects Summary Trips Generated Weekday Time Period / Pipeline Project In Out Total AM Peak Hour Top Golf 28 4 32 Southport (Existing Unoccupied) Net Trips 838 129 967 Pass-By Trips 15 16 31 Total Trips 853 145 998 Southport West (Full Buildout) Net Trips 1,399 186 1,585 Pass-By Trips 11 7 18 Total Trips 1,410 193 1,603 PM Peak Hour Top Golf 100 86 186 Southport (Existing Unoccupied) Net Trips 124 697 821 Pass-By Trips 6 7 13 Total Trips 130 704 834 Southport West (Full Buildout) Net Trips 297 1,261 1,558 Pass-By Trips 28 30 58 Total Trips 325 1,291 1,616 The resulting future 2037 No Action AM and PM peak hour traffic volumes are shown in Figures 8 and 9. The 2037 With Project traffic volumes were determined by adding the trip assignment from the proposed development (shown in Figures 6 and 7) to the future 2037 No Action traffic volumes. The resulting 2037 With Project AM and PM peak hour traffic volumes at the 16 off-site study intersections and proposed site access driveways are shown in Figures 10 and 11. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 20 Figure 5 Peak Hour Project Trip Distribution Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 21 Figure 6 AM Peak Hour Project Trip Assignment Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 22 Figure 7 PM Peak Hour Project Trip Assignment Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 23 Figure 8 2037 No Action AM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 24 Figure 9 2037 No Action PM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 25 Figure 10 2037 With Project AM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 26 Figure 11 2037 With Project PM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 27 Future Level of Service Future year 2037 Level of Service (LOS) analyses were conducted at the 16 off-site study intersections for weekday AM and PM peak hour No Action (without project) conditions and With Project conditions. Existing intersection geometry was assumed as there are no planned improvements identified at the study intersections to be completed by 2037. Existing signal timing plans provided by the City of Renton and WSDOT were used in the analysis. The 2037 weekday AM and PM peak hour LOS results at the study intersections without and with the proposed project are summarized in Tables 8 and 9. The LOS worksheets are included in Appendix C. Table 8 Future 2037 Weekday AM Peak Hour LOS Summary No Action With Project Signalized Study Intersection LOS Delay (sec)LOS Delay (sec) 1. I-405 NB Ramps / N Southport Dr / NE Sunset Blvd C 30.2 C 31.2 2. I-405 SB Ramps / N Southport Dr C 24.3 C 25.3 3. Garden Ave N / N Southport Dr E 59.9 E 78.6 4. Park Ave N / N Southport Dr D 53.8 D 53.8 5. Park Ave N / N 10th Street B 12.6 B 12.6 6. Garden Ave N / N 10th Street B 11.7 B 18.4 7. Logan Ave N / N 8th Street C 22.6 C 30.2 8. Park Ave N / N 8th Street C 25.2 C 25.7 9. Garden Ave N (south) / N 8th Street A 4.0 A 3.9 10. Garden Ave N (north) / N 8th Street A 5.1 A 5.5 11. Houser Way N / N 8th Street B 10.5 B 11.0 12. Logan Ave N / N 6th Street C 23.9 C 25.2 13. Park Ave N / N 6th Street B 13.1 B 14.4 14. Garden Ave N / N 6th Street A 8.4 A 8.4 15. Park Ave N / N 4th Street B 13.1 B 13.2 16. Park Ave N / N 3rd Street B 17.8 B 17.8 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 28 Table 9 Future 2037 Weekday PM Peak Hour LOS Summary No Action With Project Signalized Study Intersection LOS Delay (sec)LOS Delay (sec) 1. I-405 NB Ramps / N Southport Dr / NE Sunset Blvd C 33.7 D 38.2 2. I-405 SB Ramps / N Southport Dr C 32.7 C 31.8 3. Garden Ave N / N Southport Dr E 63.3 F 96.5 4. Park Ave N / N Southport Dr D 37.4 D 37.4 5. Park Ave N / N 10th Street B 19.0 B 19.0 6. Garden Ave N / N 10th Street B 14.1 B 17.0 7. Logan Ave N / N 8th Street C 26.0 C 30.3 8. Park Ave N / N 8th Street B 16.3 B 16.8 9. Garden Ave N (south) / N 8th Street A 3.8 A 3.8 10. Garden Ave N (north) / N 8th Street A 6.4 A 7.4 11. Houser Way N / N 8th Street B 14.3 B 15.1 12. Logan Ave N / N 6th Street B 15.6 B 16.5 13. Park Ave N / N 6th Street B 11.4 B 11.3 14. Garden Ave N / N 6th Street A 7.2 A 7.2 15. Park Ave N / N 4th Street B 17.3 B 17.2 16. Park Ave N / N 3rd Street C 29.5 C 29.2 As shown in Tables 8 and 9, all 16 study intersections are expected to meet the applicable level of service (LOS) standards during the weekday AM and PM peak hours in 2037 with or without the proposed 800 Garden Ave N project with the exception of the Garden Ave N/N Southport Dr intersection (#3) which is anticipated to operate at LOS F during the weekday PM peak hour in 2037. Mitigation has been identified to mitigate project traffic impacts at this intersection, which is described in the following Phasing and Mitigation sections. It is also 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 2037. 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 29 Site Access Assessment Vehicular access to/from the proposed 800 Garden Ave N project would be provided as follows: East leg of signalized intersection of Garden Ave N/N 10th Street (study intersection #6) will provide access to/from parking for the multifamily residential in Buildings A, B, and C via the interior access road along the east side of the development. Driveway on Garden Ave N (Site Access A) will provide full access to/from parking for the multifamily residential and the retail in Buildings A and B. West Driveway on N 8th Street (Site Access B) will provide full access to/from parking for the multifamily residential and retail in Building C. East Driveway on N 8th Street (Site Access C) will provide full access to/from parking for the multifamily residential in Buildings A, B, and C via the interior access road along the east side of the development. To assess the operations of the site access locations, level of service (LOS) and queuing were analyzed and described next. LOS and Queuing Analysis at Site Access The LOS and queue calculations were conducted using Synchro 11 software based on methodology outlined in the latest edition of the Highway Capacity Manual (6th Edition). The reported queues are estimated 95th percentile queues that are exceeded only 5 percent of the time. Table 10 summarizes the results of the 2037 with project LOS and queue analyses at the site access driveways. The LOS and queue calculation sheets are included in Appendix C. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 30 Table 10 Future 2037 With Project Site Access Peak Hour LOS & Queue Summary AM Peak Hour PM Peak Hour Site Access Controlled Movements LOS Delay (sec) 95th % Queue (ft)1 LOS Delay (sec) 95th % Queue (ft)1 6. Garden Ave N / N 10th Street B 18.4 B 17.0 Eastbound Thru-Right (entering)----25’----50’ Westbound Left-Turn (exiting)----25’----75’ Westbound Thru-Right (exiting)----50’----50’ Southbound Left-Turn (entering)----50’----100’ Northbound Thru-Right (entering)----400’----325’ A. Driveway / Garden Ave N Westbound Left-Thru-Right (exiting)B 14.5 25'C 17.6 50' Southbound Left-Turn (entering)A 8.6 <25'A 8.6 <25' B. West Driveway / N 8th Street Eastbound Left-Turn (entering)A 8.8 <25'A 8.6 <25' Southbound Shared Left-Thru-Right (exiting)B 11.5 <25'B 12.0 <25' C. East Driveway / N 8th Street Eastbound Left-Turn (entering)A 8.7 0'A 8.6 <25' Southbound Shared Left-Thru-Right (exiting)B 14.5 25'B 13.7 <25' 1 Queues are 95th percentile queues. < 25’ indicates 95th percentile queue statistically less than 1 vehicle. As shown in Table 10, all turn movements entering and exiting the site access study intersection and driveways are expected to operate at LOS C or better in 2037 with minimal queueing. PHASING ANALYSIS FOR MITIGATION The proposed 800 Garden Ave N project is anticipated to be completed in three (3) phases with full project buildout expected by 2037. Phase 1 (Building A – north building) is anticipated to be occupied by 2027, Phase 2 (Building B – center building) is anticipated to be occupied by 2032, and Phase 3 (Building C – south building) is anticipated to be occupied by 2037. A phasing analysis was completed to further evaluate the necessary timing of mitigation at the Garden Ave N/N Southport Dr intersection. This section includes a future 2027, 2032, and 2037 traffic analysis evaluation that focuses on the Garden Ave N/N Southport Dr intersection during the weekday AM and PM peak hours with the proposed project. Phased Trip Generation The net new weekday AM and PM peak hour trip generation estimates for each phase are summarized in Table 11. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 31 Table 11 Phased Project Trip Generation Summary Gross Trips Generated Weekday Time Period Time Period In Out Total AM Peak Hour Phase 1 (Building A)2027 98 174 272 Phase 2 (Building B)2032 65 143 208 Phase 3 (Building C)2037 60 141 201 Full Buildout 2037 223 458 681 PM Peak Hour Phase 1 (Building A)2027 192 158 350 Phase 2 (Building B)2032 127 103 230 Phase 3 (Building C)2037 115 91 206 Full Buildout 2037 434 352 786 Phased Project Trip Distribution and Assignment The estimated 800 Garden Ave N peak hour project trip distribution was illustrated previously in Figure 5. The AM and PM peak hour new project trip assignment at the Garden Ave N/N Southport Dr intersection is shown for each project phase in Figures 12 and 13, respectively. Future Traffic Volumes Future 2027, 2032, and 2037 No Action (without project) peak hour traffic volumes at the Garden Ave N/N Southport Dr intersection were estimated by applying a 1.5 percent annual background growth rate to the existing volumes in addition to trips from the following pipeline projects: Topgolf (per TIA provided by City) – assumed to be complete by 2027 Southport Existing Unoccupied Land Use – assumed to be complete by 2027 Southport West Phase 1 – assumed to be complete by 2027 Southport West Phases 2 and 3 – assumed to be complete by 2032 The detailed trip generation and distribution and assignment associated with the pipeline projects is included in Appendix E. The resulting future 2027, 2032, and 2037 No Action AM and PM peak hour traffic volumes at the Garden Ave N/N Southport Dr intersection are shown in Figures 12 and13, respectively. The 2027, 2032, and 2037 With Project traffic volumes were determined by adding the trip assignment for each phase of the proposed development to the future 2027, 2032, and 2037 No Action traffic volumes. The resulting 2027, 2032, and 2037 With Project AM and PM peak hour traffic volumes at the Garden Ave N/N Southport Dr intersection are shown in Figures 12 and13, respectively. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 32 Figure 12 2027, 2032, and 2037 AM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 33 Figure 13 2027, 2032, and 2037 PM Peak Hour Traffic Volumes Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 34 Phased Future Level of Service Future year 2027, 2032, and 2037 Level of Service (LOS) analyses were conducted at the Garden Ave N/N Southport Dr intersection for weekday AM and PM peak hour phased With Project conditions. The 2027 (Phase 1), 2032 (Phase 2), and 2037 (Phase 3) weekday AM and PM peak hour LOS results are summarized in Table 12. The LOS worksheets are included in Appendix C. Table 12 Phased Future Weekday Peak Hour LOS Summary 2027 (Phase 1) 2032 (Phase 2) 2037 (Phase 3) Study Intersection LOS Delay (sec)LOS Delay (sec)LOS Delay (sec) AM Peak Hour 3. Garden Ave N / N Southport Dr D 45.8 E 63.8 E 78.6 PM Peak Hour 3. Garden Ave N / N Southport Dr D 49.2 E 76.9 F 96.5 As shown in Table 12, the Garden Ave N/N Southport Dr intersection is expected to meet the applicable level of service (LOS) standard (LOS E or better) during the PM peak hour until Phase 3 (2037) of the proposed 800 Garden Ave N project. Therefore, adaptive signal control is proposed at the intersection as part of traffic mitigation for Phase 3 (Building C) of the 800 Garden Ave N project. Adaptive Signal Control Technology (ASCT) at the Garden Ave N/N Southport Dr intersection is expected to improve traffic conditions during on and off-peak hours and include the following potential benefits: Improved travel time reliability and quality of service Reduced congestion Faster signal response to traffic conditions, including real-time accommodations for variable travel patterns (special events, construction, or traffic incidents) Reduced emissions due to improved traffic flow Equitably distributed green light time for all traffic movements Prolonged effectiveness of traffic signal timing Continually updated traffic signal timing Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 35 MITIGATION The following 4 measures are identified to mitigate traffic impacts of the 800 Garden N development. Frontage Improvements. Garden Ave N: o New curb, gutter, sidewalk, planter strip with street trees, and street lighting. o 23.5’ right-of-way dedication. o New parallel parking/loading zone along frontage. N 8th Street: o New curb, gutter, sidewalk, planter strip with street trees, and street lighting. o 37’ right-of-way dedication (note an additional 10’ of right-of-way was dedicated to accommodate the future City/WSDOT direct access road on NE 8th Street). Off-Site Improvements. The existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed project, with the exception of the Garden Ave N/N Southport Dr intersection (#3) which is anticipated to operate at LOS F during the PM peak hour in 2037. To mitigate project traffic impacts at this intersection, the following measure is proposed: o The applicant shall provide funds to the City in an amount not to exceed $100,000 for the City to implement Adaptive Signal Control Technology (ASCT) Split Cycle Offset Optimization Technique (SCOOT) at the Garden Ave N/N Southport Dr intersection prior to Final Certificate of Occupancy of Phase 3 (Building C). Potential benefits of implementing Adaptive Signal Control Technology (ASCT) at the Garden Ave N/N Southport Dr intersection include but are not limited to the following: Improved travel time reliability and quality of service Reduced congestion Faster signal response to traffic conditions, including real-time accommodations for variable travel patterns (special events, construction, or traffic incidents) Reduced emissions due to improved traffic flow Equitably distributed green light time for all traffic movements Prolonged effectiveness of traffic signal timing Continually updated traffic signal timing Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a transportation impact fee. The City’s currently adopted 2023-2024 impact fee rate is $7,550.02 per apartment dwelling unit, $73.97 per SF for a supermarket, and $29.88 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) TENW April 4, 2023 Page 36 Transportation Management Plan (TMP). The 800 Garden Ave N project will provide a transportation management plan (TMP) to encourage use of other modes such as transit and other non-single occupant vehicle modes. A list of potential TMP elements are identified here which may include but not be limited to some of the following: o Carpool/Vanpool Parking – provide designated carpool/vanpool parking stalls near building entrances. o Bicycle Parking – provide more on-site bicycle parking than required by code. o Passenger Loading Zones – a loading zone will be identified for carpool/vanpool drop offs near the front of the building. o Pedestrian Connections – designate pedestrian circulation within the site and extended to existing City sidewalks. o Direct Route to Transit – the City has various transit stops within close proximity to the project site. (note: closest transit stops are located on N 10th Street west of Garden Ave N and N Southport Drive west of Garden Ave N). o Informational Kiosk – the on-site manager will display the following information in a prominent location including: transit routes, carpool and vanpool information. This information can also be housed within the tenant’s internal intranet pages. Updated Traffic Impact Analysis800 Garden Ave N (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 BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME MILEPOST DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # B I K E S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION City Street Renton GARDEN AVE N 1100 N SOUTHPORT DR 08/16/2021 Possible Injury 1 0 1 0 1 Vehicle Strikes Pedalcyclist Making Right Turn City Street Renton GARDEN AVE N 3101 N SOUTHPORT DR 06/26/2021 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 06/22/2021 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 01/04/2021 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 05/18/2019 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 07/29/2019 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 12/30/2018 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 11/10/2018 No Apparent Injury 0 0 1 0 0 Signal Pole Making Left Turn City Street Renton HOUSER WAY N 0 N 8TH ST 08/17/2018 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 10/17/2020 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 08/11/2020 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 09/29/2018 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 09/23/2021 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 08/26/2019 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 07/04/2021 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 08/06/2021 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 11/02/2018 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 02/12/2020 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 07/26/2021 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 07/28/2020 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 01/17/2018 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 03/02/2021 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 04/14/2019 Suspected Serious Injury 1 0 1 0 0 Utility Pole Going Straight Ahead City Street Renton LOGAN AVE N 0 N 8TH ST 09/20/2019 Possible Injury 1 0 2 0 0 Not stated Going Straight Ahead Other* City Street Renton LOGAN AVE N 0 N 8TH ST 03/14/2019 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 11/18/2020 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 08/06/2019 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 07/16/2021 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 06/24/2019 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 03/21/2020 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 11/15/2018 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 03/03/2021 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 04/18/2020 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 03/03/2020 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 02/13/2018 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 06/19/2021 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 05/18/2018 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 09/15/2018 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 01/12/2020 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 10/10/2020 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 03/17/2018 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 08/01/2018 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 04/18/2021 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 07/08/2019 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 10/17/2020 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 03/27/2018 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 03/25/2021 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 07/04/2019 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 07/30/2019 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 11/05/2020 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 01/24/2020 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 03/17/2018 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 09/21/2021 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 07/06/2021 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 12/06/2018 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 01/21/2019 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 06/08/2020 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 05/11/2018 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 06/01/2021 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 05/07/2018 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 09/08/2018 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 07/12/2021 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 07/26/2019 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 06/08/2020 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 04/09/2018 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 06/01/2018 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 01/03/2020 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 05/30/2019 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 09/06/2020 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 12/10/2021 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 09/27/2020 Suspected Minor Injury 1 0 1 0 0 Signal Pole Making Left Turn City Street Renton N 8TH ST 0 PARK AVE N 01/04/2018 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 06/03/2021 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 04/19/2019 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 03/31/2021 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 06/16/2019 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 06/30/2018 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 05/13/2021 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 10/11/2020 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 09/23/2019 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 06/10/2018 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 BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME MILEPOST DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # B I 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 09/19/2019 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 12/22/2018 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 07/22/2019 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 07/26/2021 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 07/26/2021 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 07/02/2019 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 05/21/2018 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 05/26/2019 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 07/18/2019 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 07/24/2021 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 08/03/2020 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 11/11/2019 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 08/21/2019 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 07/26/2020 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 09/23/2021 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 10/26/2019 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 09/02/2021 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 07/03/2019 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 12/20/2020 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 10/30/2018 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 12/18/2018 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 08/06/2020 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 05/11/2020 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 06/18/2021 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 09/12/2018 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 03/10/2021 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 08/19/2019 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 04/08/2018 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 11/24/2021 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 03/03/2020 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 03/16/2020 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 08/31/2021 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 03/30/2019 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 01/21/2020 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 09/09/2021 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 03/01/2019 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 06/11/2021 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 05/01/2018 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 10/10/2020 No Apparent Injury 0 0 1 0 0 Signal Pole Going Straight Ahead City Street Renton PARK AVE N 0 N 8TH ST 04/09/2018 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 10/09/2018 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 11/19/2021 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 04/02/2019 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 08/14/2018 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 09/03/2018 No Apparent Injury 0 0 1 0 0 Fence Going Straight Ahead State Route Renton 405LX00540 0.00 11/13/2018 Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead State Route Renton 405LX00540 0.01 05/13/2019 No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 06/08/2019 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 10/04/2021 Suspected Minor Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 05/02/2021 Suspected Minor Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 06/08/2021 No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 11/04/2019 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 05/09/2019 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 06/28/2018 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 04/30/2020 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 12/06/2019 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 05/27/2021 No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 12/13/2021 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 05/20/2021 Possible Injury 2 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00540 0.01 10/31/2019 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 08/24/2018 Possible Injury 1 0 2 0 0 From same direction - all others Making U-Turn Going Straight Ahead State Route Renton 405LX00540 0.03 10/01/2019 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 08/12/2018 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 04/03/2021 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 06/04/2020 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 06/26/2021 Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00651 0.00 03/02/2020 No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405LX00651 0.00 06/30/2019 Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 405P100519 0.18 07/22/2021 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 12/16/2020 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 04/14/2018 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 10/26/2021 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 01/27/2018 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 07/30/2019 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 06/02/2020 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 03/02/2020 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 10/19/2021 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 06/09/2019 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 08/25/2020 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 06/06/2018 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 09/25/2018 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 BLOCK NUMBER INTERSECTING TRAFFICWAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERENCE POINT NAME MILEPOST DATE MOST SEVERE INJURY TYPE # IN J # F A T # V E H # P E D S # B I 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 01/13/2019 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 12/11/2019 Possible Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn State Route Renton 405Q500589 0.02 02/22/2021 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 02/27/2018 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 03/26/2018 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 12/11/2020 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 03/16/2019 No Apparent Injury 0 0 2 0 0 One parked--one moving Going Straight Ahead Legally Parked, Unoccupied State Route Renton 405S100490 0.00 03/28/2021 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 11/26/2019 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 08/09/2021 No Apparent Injury 0 0 2 0 0 Entering at angle Merging (Entering Traffic)Making Left Turn State Route Renton 900 12.51 05/01/2019 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 08/22/2018 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 04/20/2018 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 02/22/2018 No Apparent Injury 0 0 1 0 0 Fence Changing Lanes State Route Renton 900 12.57 02/12/2021 Possible Injury 1 0 1 0 0 Tree or Stump (stationary)Negotiating a Curve State Route Renton 900 12.58 03/27/2021 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 01/02/2019 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 06/20/2018 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 12/19/2020 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 08/24/2019 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 04/19/2019 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 11/07/2020 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 09/12/2019 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 06/12/2018 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 04/06/2018 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 12/19/2020 No Apparent Injury 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 900 12.59 07/09/2020 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 05/21/2019 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 08/18/2021 Suspected Minor Injury 1 0 2 0 0 Entering at angle Making Left Turn Going Straight Ahead State Route Renton 900 12.59 09/01/2021 Possible Injury 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn State Route Renton 900 12.60 07/23/2018 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 10/30/2020 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 12/27/2020 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 10/14/2019 Suspected Serious Injury 1 0 1 1 0 Vehicle turning right hits pedestrian Making Right Turn State Route Renton 900 12.64 01/04/2019 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 09/23/2018 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 Updated Traffic Impact Analysis800 Garden Ave N (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: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 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Appendix C Level of Service (LOS) Calculations Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Existing 2022 AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 1121 33 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 03/28/2023 800 Garden Ave Synchro 11 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 1 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 03/28/2023 800 Garden Ave Synchro 11 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 632 803 88 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 0.99 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 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 503 876 338 807 577 11 325 416 429 0 428 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 1527 3563 0 1578 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 1527 1781 0 1578 Q Serve(g_s), s 4.9 7.6 0.0 1.5 5.3 3.0 6.1 0.0 4.9 1.9 0.0 2.5 Cycle Q Clear(g_c), s 4.9 7.6 0.0 1.5 5.3 3.0 6.1 0.0 4.9 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 503 876 338 807 577 336 0 416 429 0 428 V/C Ratio(X) 0.62 0.58 0.31 0.52 0.23 0.62 0.00 0.38 0.29 0.00 0.20 Avail Cap(c_a), veh/h 1771 2914 2030 841 592 949 0 930 1855 0 1060 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 21.6 0.0 17.1 23.1 0.0 16.3 Incr Delay (d2), s/veh 1.7 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 19.4 0.0 25.4 21.3 14.6 24.3 0.0 17.9 23.6 0.0 16.6 LnGrp LOS C B C C B C A B C A B Approach Vol, veh/h 821 653 370 213 Approach Delay, s/veh 21.4 20.6 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 11.9 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 9.6 4.5 6.9 7.3 8.1 Green Ext Time (p_c), s 0.5 5.4 1.1 1.7 1.7 2.5 Intersection Summary HCM 6th Ctrl Delay 21.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 4 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 Satd. Flow (prot) 1597 3339 0 3213 3406 1346 0 1210 2682 2757 1068 0 Flt Permitted 0.950 0.950 0.956 0.950 Satd. Flow (perm) 1595 3339 0 3213 3406 1315 0 1200 2682 2757 1068 0 Satd. Flow (RTOR) 1 67 284 10 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 (%) Lane Group Flow (vph) 9 596 0 92 452 11 0 13 284 12 11 0 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 Act Effct Green (s) 5.9 15.7 7.1 27.2 27.2 6.2 17.4 8.2 8.2 Actuated g/C Ratio 0.11 0.30 0.14 0.53 0.53 0.12 0.34 0.16 0.16 v/c Ratio 0.05 0.58 0.21 0.25 0.02 0.09 0.26 0.03 0.06 Control Delay 31.4 19.4 27.2 10.8 0.0 31.5 2.7 22.0 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 19.4 27.2 10.8 0.0 31.5 2.7 22.0 14.3 LOS C B C B A C A C B Approach Delay 19.6 13.3 4.0 18.3 Approach LOS B B A B Intersection Summary Cycle Length: 195 Actuated Cycle Length: 51.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & N Southport Dr Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 9 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 10 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 21 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 22 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 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 27 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 28 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - AM Peak Hour Page 16 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 Satd. Flow (prot) 1626 3411 0 0 0 0 0 3287 0 0 3274 0 Flt Permitted 0.950 0.668 Satd. Flow (perm) 1612 3411 0 0 0 0 0 3287 0 0 2227 0 Satd. Flow (RTOR) 4 58 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 (%) Lane Group Flow (vph) 36 575 0 0 0 0 0 494 0 0 235 0 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 Act Effct Green (s) 19.5 19.5 50.5 50.5 Actuated g/C Ratio 0.24 0.24 0.63 0.63 v/c Ratio 0.09 0.69 0.24 0.17 Control Delay 22.0 31.4 6.5 7.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 22.0 31.4 6.5 7.3 LOS C C A A Approach Delay 30.8 6.5 7.3 Approach LOS C A A Intersection Summary 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 Maximum v/c Ratio: 0.69 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Existing 2022 PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 543 993 278 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 1173 135 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 0.96 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 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 287 864 421 1106 929 13 318 438 417 449 495 Arrive On Green 0.08 0.25 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 1537 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 1537 Q Serve(g_s), s 4.2 12.3 0.0 5.3 12.2 4.8 10.1 0.0 8.8 5.2 5.4 10.5 Cycle Q Clear(g_c), s 4.2 12.3 0.0 5.3 12.2 4.8 10.1 0.0 8.8 5.2 5.4 10.5 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 287 864 421 1106 929 331 0 438 417 449 495 V/C Ratio(X) 0.62 0.66 0.64 0.62 0.21 0.72 0.00 0.44 0.32 0.33 0.48 Avail Cap(c_a), veh/h 1243 2097 1450 1106 929 666 0 712 631 678 680 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 37.3 28.6 0.0 36.2 27.1 11.6 32.6 0.0 24.9 26.5 26.6 23.1 Incr Delay (d2), s/veh 3.1 1.2 0.0 2.3 1.2 0.2 4.1 0.0 1.0 0.6 0.6 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 1.8 5.1 0.0 2.7 5.9 3.0 4.8 0.0 3.2 2.2 2.5 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 29.8 0.0 38.4 28.3 11.8 36.7 0.0 25.9 27.1 27.2 24.2 LnGrp LOS D C D C B D A C C C C Approach Vol, veh/h 750 1143 431 518 Approach Delay, s/veh 32.3 27.9 31.9 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 25.6 24.9 11.9 27.4 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 14.3 12.5 6.2 14.2 12.1 Green Ext Time (p_c), s 1.4 6.0 2.9 0.9 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 29.3 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 Satd. Flow (prot) 1805 3521 0 3400 3574 1214 0 1565 2707 2714 1474 0 Flt Permitted 0.950 0.950 0.955 0.950 Satd. Flow (perm) 1783 3521 0 3400 3574 1156 0 1514 2707 2714 1474 0 Satd. Flow (RTOR) 2 67 186 3 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 (%) Lane Group Flow (vph) 3 581 0 290 608 3 0 33 186 22 6 0 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 Act Effct Green (s) 5.9 18.9 12.5 35.8 35.8 7.2 23.1 12.0 12.0 Actuated g/C Ratio 0.09 0.28 0.19 0.53 0.53 0.11 0.34 0.18 0.18 v/c Ratio 0.02 0.59 0.46 0.32 0.00 0.20 0.18 0.05 0.02 Control Delay 42.3 26.5 31.9 13.4 0.0 40.6 2.9 26.1 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.3 26.5 31.9 13.4 0.0 40.6 2.9 26.1 20.8 LOS D C C B A D A C C Approach Delay 26.6 19.3 8.5 25.0 Approach LOS C B A C Intersection Summary Cycle Length: 195 Actuated Cycle Length: 67.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 20.5 Intersection LOS: C Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 27 153 761 675 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 9 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 10 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 21 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 22 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 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 25 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 26 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 27 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 28 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 03/28/2023 800 Garden Ave Synchro 11 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) 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 03/28/2023 800 Garden Ave Synchro 11 Report 2022 Existing - PM Peak Hour Page 16 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 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2037 No Action AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 370 523 358 1129 484 119 Future Volume (vph) 370 523 358 1129 484 119 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: 80 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 370 523 358 1129 484 119 Future Volume (veh/h) 370 523 358 1129 484 119 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 370 0 358 1129 302 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 1334 359 1985 342 Arrive On Green 0.37 0.00 0.24 0.67 0.22 0.00 Sat Flow, veh/h 3702 1574 1486 3042 1576 1414 Grp Volume(v), veh/h 370 0 358 1129 302 0 Grp Sat Flow(s),veh/h/ln 1803 1574 1486 1482 1576 1414 Q Serve(g_s), s 7.2 0.0 24.1 20.3 18.6 0.0 Cycle Q Clear(g_c), s 7.2 0.0 24.1 20.3 18.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1334 359 1985 342 V/C Ratio(X) 0.28 1.00 0.57 0.88 Avail Cap(c_a), veh/h 1334 359 1985 512 HCM Platoon Ratio 1.00 1.00 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 22.1 0.0 37.8 8.8 37.9 0.0 Incr Delay (d2), s/veh 0.4 0.0 46.3 1.2 13.6 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 3.1 0.0 13.1 5.9 8.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 0.0 84.1 10.0 51.5 0.0 LnGrp LOS C F A D Approach Vol, veh/h 370 1487 302 Approach Delay, s/veh 22.5 27.8 51.5 Approach LOS C C D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 30.0 42.8 27.2 72.8 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 26.1 9.2 20.6 22.3 Green Ext Time (p_c), s 0.0 2.2 1.1 9.9 Intersection Summary HCM 6th Ctrl Delay 30.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 0 830 276 553 1053 0 0 0 0 98 5 841 Future Volume (vph) 0 830 276 553 1053 0 0 0 0 98 5 841 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 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 0 830 276 553 1053 0 0 0 0 98 5 841 Future Volume (veh/h) 0 830 276 553 1053 0 0 0 0 98 5 841 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 0 830 0 553 1053 0 98 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 1170 778 2362 0 133 7 Arrive On Green 0.00 0.24 0.00 0.34 0.54 0.00 0.08 0.08 0.00 Sat Flow, veh/h 0 5071 1571 1511 2988 0 1754 89 1578 Grp Volume(v), veh/h 0 830 0 553 1053 0 103 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 15.5 0.0 31.8 21.8 0.0 5.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 15.5 0.0 31.8 21.8 0.0 5.5 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 1170 778 2362 0 140 0 V/C Ratio(X) 0.00 0.71 0.71 0.45 0.00 0.74 0.00 Avail Cap(c_a), veh/h 0 1581 778 2362 0 452 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 0.86 0.00 0.72 0.72 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 34.9 0.0 26.3 9.3 0.0 45.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.0 2.4 0.4 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.1 0.0 12.3 7.5 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 36.0 0.0 28.7 9.7 0.0 55.4 0.0 0.0 LnGrp LOS A D C A A E A Approach Vol, veh/h 830 1606 103 Approach Delay, s/veh 36.0 16.3 55.4 Approach LOS D B E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 57.3 29.6 13.1 86.9 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 33.8 17.5 7.5 23.8 Green Ext Time (p_c), s 0.0 6.3 0.6 13.6 Intersection Summary HCM 6th Ctrl Delay 24.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 615 673 14 123 1096 676 9 324 187 221 17 185 Future Volume (vph) 615 673 14 123 1096 676 9 324 187 221 17 185 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% 46% 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) 27.0 61.0 16.0 50.0 38.0 30.0 30.0 16.0 38.0 38.0 27.0 Total Split (%) 18.6% 42.1% 11.0% 34.5% 26.2% 20.7% 20.7% 11.0% 26.2% 26.2% 18.6% 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: 135.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 615 673 14 123 1096 676 9 324 187 221 17 185 Future Volume (veh/h) 615 673 14 123 1096 676 9 324 187 221 17 185 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 654 716 0 131 1166 719 10 345 199 248 0 197 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 570 1546 194 1384 882 10 337 368 523 0 502 Arrive On Green 0.17 0.46 0.00 0.05 0.34 0.34 0.19 0.19 0.19 0.15 0.00 0.15 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 51 1772 1528 3563 0 1584 Grp Volume(v), veh/h 654 716 0 131 1166 719 355 0 199 248 0 197 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1823 0 1528 1781 0 1584 Q Serve(g_s), s 22.0 19.2 0.0 4.3 35.0 44.5 25.0 0.0 14.9 8.4 0.0 12.8 Cycle Q Clear(g_c), s 22.0 19.2 0.0 4.3 35.0 44.5 25.0 0.0 14.9 8.4 0.0 12.8 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 570 1546 194 1384 882 347 0 368 523 0 502 V/C Ratio(X) 1.15 0.46 0.67 0.84 0.82 1.02 0.00 0.54 0.47 0.00 0.39 Avail Cap(c_a), veh/h 570 1546 327 1384 882 347 0 368 895 0 668 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 54.6 24.3 0.0 61.3 39.9 28.5 53.1 0.0 43.6 51.3 0.0 35.2 Incr Delay (d2), s/veh 85.5 0.3 0.0 5.7 5.1 6.3 54.1 0.0 2.1 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 16.1 7.6 0.0 2.3 18.1 25.5 16.6 0.0 5.9 3.8 0.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 140.1 24.6 0.0 67.0 45.0 34.7 107.3 0.0 45.6 52.3 0.0 35.9 LnGrp LOS F C E D C F A D D A D Approach Vol, veh/h 1370 2016 554 445 Approach Delay, s/veh 79.7 42.7 85.1 45.1 Approach LOS E D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.5 65.5 24.3 27.0 50.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 56.0 33.0 22.0 45.0 25.0 Max Q Clear Time (g_c+I1), s 6.3 21.2 14.8 24.0 46.5 27.0 Green Ext Time (p_c), s 0.2 7.9 2.3 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 59.9 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 194 808 8 116 531 659 14 282 399 102 22 38 Future Volume (vph) 194 808 8 116 531 659 14 282 399 102 22 38 Satd. Flow (prot) 1597 3338 0 3213 3406 1346 0 960 2682 2757 1256 0 Flt Permitted 0.950 0.950 0.998 0.950 Satd. Flow (perm) 1596 3338 0 3213 3406 1316 0 960 2682 2757 1256 0 Satd. Flow (RTOR) 1 420 395 41 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 (%) Lane Group Flow (vph) 211 887 0 126 577 716 0 322 434 111 65 0 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) 20.0 51.0 13.0 44.0 44.0 44.0 44.0 32.0 32.0 Total Split (%) 14.3% 36.4% 9.3% 31.4% 31.4% 31.4% 31.4% 22.9% 22.9% 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 Act Effct Green (s) 15.0 46.4 7.7 39.1 39.1 39.1 46.8 11.9 11.9 Actuated g/C Ratio 0.12 0.37 0.06 0.31 0.31 0.31 0.37 0.10 0.10 v/c Ratio 1.10 0.72 0.64 0.54 1.02 1.08 0.35 0.43 0.42 Control Delay 146.0 38.7 73.4 38.8 58.6 115.1 3.1 57.6 31.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 146.0 38.7 73.4 38.8 58.6 115.1 3.1 57.6 31.6 LOS F D E D E F A E C Approach Delay 59.3 51.9 50.8 48.0 Approach LOS E D D D Intersection Summary Cycle Length: 140 Actuated Cycle Length: 125.2 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 53.8 Intersection LOS: D Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & N Southport Dr Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 23 19 13 19 15 28 52 662 31 9 132 23 Future Volume (vph) 23 19 13 19 15 28 52 662 31 9 132 23 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 0.92 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% 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: 45.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 23 19 13 19 15 28 52 662 31 9 132 23 Future Volume (veh/h) 23 19 13 19 15 28 52 662 31 9 132 23 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 25 21 14 21 16 30 57 720 34 10 143 25 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 13 0 27 7 9 0 14 13 11 Cap, veh/h 329 99 66 321 52 97 120 1180 56 25 848 145 Arrive On Green 0.04 0.09 0.09 0.03 0.09 0.09 0.07 0.36 0.36 0.02 0.31 0.31 Sat Flow, veh/h 1810 1052 701 1626 582 1090 1711 3259 154 1612 2759 471 Grp Volume(v), veh/h 25 0 35 21 0 46 57 371 383 10 83 85 Grp Sat Flow(s),veh/h/ln 1810 0 1753 1626 0 1672 1711 1678 1735 1612 1622 1608 Q Serve(g_s), s 0.5 0.0 0.7 0.5 0.0 1.0 1.3 7.3 7.3 0.2 1.5 1.6 Cycle Q Clear(g_c), s 0.5 0.0 0.7 0.5 0.0 1.0 1.3 7.3 7.3 0.2 1.5 1.6 Prop In Lane 1.00 0.40 1.00 0.65 1.00 0.09 1.00 0.29 Lane Grp Cap(c), veh/h 329 0 165 321 0 149 120 608 628 25 499 494 V/C Ratio(X) 0.08 0.00 0.21 0.07 0.00 0.31 0.47 0.61 0.61 0.39 0.17 0.17 Avail Cap(c_a), veh/h 1387 0 1525 1280 0 1454 1063 1460 1509 1001 1411 1398 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 15.6 0.0 16.9 15.8 0.0 17.2 18.0 10.5 10.5 19.6 10.2 10.2 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.1 0.0 1.2 2.9 1.0 1.0 9.6 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 0.2 0.0 0.3 0.2 0.0 0.4 0.5 2.2 2.3 0.1 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 0.0 17.5 15.9 0.0 18.3 20.9 11.5 11.5 29.2 10.3 10.4 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 60 67 811 178 Approach Delay, s/veh 16.8 17.6 12.2 11.4 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 8.8 7.8 17.4 6.5 8.6 5.6 19.6 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 2.5 2.7 3.3 3.6 2.5 3.0 2.2 9.3 Green Ext Time (p_c), s 0.0 0.1 0.1 1.0 0.0 0.2 0.0 5.1 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 50 8 9 18 4 10 11 323 45 52 121 49 Future Volume (vph) 50 8 9 18 4 10 11 323 45 52 121 49 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: 46.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 50 8 9 18 4 10 11 323 45 52 121 49 Future Volume (veh/h) 50 8 9 18 4 10 11 323 45 52 121 49 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 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 1900 1900 1811 1530 1900 1737 1796 1767 1900 1781 1589 Adj Flow Rate, veh/h 54 9 10 20 4 11 12 351 49 57 132 53 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 327 49 55 278 10 27 519 464 65 403 417 167 Arrive On Green 0.06 0.06 0.06 0.03 0.03 0.03 0.02 0.30 0.30 0.06 0.35 0.35 Sat Flow, veh/h 1810 815 906 1725 358 984 1654 1541 215 1810 1206 484 Grp Volume(v), veh/h 54 0 19 20 0 15 12 0 400 57 0 185 Grp Sat Flow(s),veh/h/ln 1810 0 1721 1725 0 1342 1654 0 1756 1810 0 1691 Q Serve(g_s), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 7.5 0.8 0.0 2.9 Cycle Q Clear(g_c), s 1.0 0.0 0.4 0.4 0.0 0.4 0.2 0.0 7.5 0.8 0.0 2.9 Prop In Lane 1.00 0.53 1.00 0.73 1.00 0.12 1.00 0.29 Lane Grp Cap(c), veh/h 327 0 104 278 0 37 519 0 528 403 0 584 V/C Ratio(X) 0.17 0.00 0.18 0.07 0.00 0.40 0.02 0.00 0.76 0.14 0.00 0.32 Avail Cap(c_a), veh/h 1473 0 1666 1426 0 1299 1636 0 1699 1544 0 1636 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 15.6 0.0 16.1 16.4 0.0 17.3 8.5 0.0 11.4 8.4 0.0 8.7 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 2.5 0.0 0.0 0.8 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 0.1 0.1 0.0 0.1 0.1 0.0 2.4 0.2 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 0.0 16.4 16.4 0.0 19.8 8.5 0.0 12.3 8.5 0.0 8.8 LnGrp LOS B A B B A B A A B A A A Approach Vol, veh/h 73 35 412 242 Approach Delay, s/veh 15.9 17.9 12.2 8.7 Approach LOS B B B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.9 7.2 5.6 17.5 7.1 6.0 7.2 15.9 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 2.4 2.4 2.2 4.9 3.0 2.4 2.8 9.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 0.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 44 10 25 21 1071 61 5 539 20 Future Volume (vph) 2 3 12 44 10 25 21 1071 61 5 539 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: 130.5 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 44 10 25 21 1071 61 5 539 20 Future Volume (veh/h) 2 3 12 44 10 25 21 1071 61 5 539 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 0.90 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 46 10 26 22 1116 64 5 561 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 59 138 110 37 1188 68 9 1208 45 Arrive On Green 0.00 0.05 0.00 0.03 0.08 0.08 0.02 0.71 0.71 0.01 0.69 0.69 Sat Flow, veh/h 1810 2681 1397 1725 1805 1442 1668 1681 96 1457 1748 65 Grp Volume(v), veh/h 2 3 0 46 10 26 22 0 1180 5 0 582 Grp Sat Flow(s),veh/h/ln 1810 1340 1397 1725 1805 1442 1668 0 1777 1457 0 1813 Q Serve(g_s), s 0.1 0.1 0.0 3.0 0.6 1.9 1.5 0.0 65.8 0.4 0.0 16.6 Cycle Q Clear(g_c), s 0.1 0.1 0.0 3.0 0.6 1.9 1.5 0.0 65.8 0.4 0.0 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.04 Lane Grp Cap(c), veh/h 5 121 59 138 110 37 0 1256 9 0 1253 V/C Ratio(X) 0.41 0.02 0.78 0.07 0.24 0.60 0.00 0.94 0.53 0.00 0.46 Avail Cap(c_a), veh/h 319 731 304 492 393 250 0 1470 192 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 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 56.6 51.9 0.0 54.4 48.7 49.3 55.1 0.0 14.5 56.3 0.0 8.0 Incr Delay (d2), s/veh 47.2 0.1 0.0 19.6 0.2 1.1 14.6 0.0 10.9 40.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 1.6 0.3 0.7 0.8 0.0 25.5 0.2 0.0 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 103.8 51.9 0.0 74.0 48.9 50.4 69.7 0.0 25.5 96.3 0.0 8.3 LnGrp LOS F D E D D E A C F A A Approach Vol, veh/h 5 82 1202 587 Approach Delay, s/veh 72.7 63.5 26.3 9.0 Approach LOS E E C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 11.0 8.4 84.4 6.2 14.6 6.6 86.2 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 5.0 2.1 3.5 18.6 2.1 3.9 2.4 67.8 Green Ext Time (p_c), s 0.1 0.0 0.0 4.4 0.0 0.2 0.0 12.5 Intersection Summary HCM 6th Ctrl Delay 22.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 105 16 21 41 146 18 613 88 38 80 33 Future Volume (vph) 29 105 16 21 41 146 18 613 88 38 80 33 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 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 105 16 21 41 146 18 613 88 38 80 33 Future Volume (veh/h) 29 105 16 21 41 146 18 613 88 38 80 33 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 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 32 114 17 23 45 159 20 666 96 41 87 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 13 0 18 9 20 0 7 3 3 3 4 Cap, veh/h 192 428 62 253 242 213 41 1607 231 66 1364 535 Arrive On Green 0.03 0.15 0.15 0.03 0.14 0.14 0.01 0.18 0.18 0.04 0.55 0.55 Sat Flow, veh/h 1739 2834 414 1555 1678 1475 1810 2993 431 1767 2472 970 Grp Volume(v), veh/h 32 64 67 23 45 159 20 379 383 41 61 62 Grp Sat Flow(s),veh/h/ln 1739 1622 1626 1555 1678 1475 1810 1706 1718 1767 1763 1679 Q Serve(g_s), s 1.2 2.8 2.9 1.0 1.9 8.3 0.9 15.8 15.8 1.8 1.3 1.4 Cycle Q Clear(g_c), s 1.2 2.8 2.9 1.0 1.9 8.3 0.9 15.8 15.8 1.8 1.3 1.4 Prop In Lane 1.00 0.25 1.00 1.00 1.00 0.25 1.00 0.58 Lane Grp Cap(c), veh/h 192 245 245 253 242 213 41 916 922 66 973 926 V/C Ratio(X) 0.17 0.26 0.27 0.09 0.19 0.75 0.49 0.41 0.42 0.62 0.06 0.07 Avail Cap(c_a), veh/h 289 466 467 351 483 424 158 916 922 155 973 926 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 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.1 30.0 30.1 28.1 30.1 32.8 39.3 21.7 21.8 37.9 8.3 8.3 Incr Delay (d2), s/veh 0.2 0.2 0.2 0.1 0.1 2.0 3.3 1.3 1.3 3.5 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 0.8 3.0 0.4 7.4 7.5 0.8 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 30.2 30.3 28.1 30.2 34.8 42.6 23.1 23.1 41.5 8.4 8.5 LnGrp LOS C C C C C C D C C D A A Approach Vol, veh/h 163 227 782 164 Approach Delay, s/veh 29.9 33.2 23.6 16.7 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 17.1 6.8 49.1 7.5 16.5 8.0 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 3.0 4.9 2.9 3.4 3.2 10.3 3.8 17.8 Green Ext Time (p_c), s 0.0 0.4 0.0 0.6 0.0 0.7 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 25.2 HCM 6th LOS C Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 141 1 28 259 4 50 Future Volume (vph) 141 1 28 259 4 50 Satd. Flow (prot) 3415 0 0 3190 1805 1170 Flt Permitted 0.925 0.950 Satd. Flow (perm) 3415 0 0 2966 1805 1170 Satd. Flow (RTOR) 1 56 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) 158 0 0 319 4 56 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) 35.2 35.2 7.3 7.3 Actuated g/C Ratio 0.77 0.77 0.16 0.16 v/c Ratio 0.06 0.14 0.01 0.24 Control Delay 3.3 3.4 14.8 8.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.3 3.4 14.8 8.4 LOS A A B A Approach Delay 3.3 3.4 8.8 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 45.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.24 Intersection Signal Delay: 4.0 Intersection LOS: A Intersection Capacity Utilization 41.4% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 145 61 0 0 208 285 0 0 0 74 0 79 Future Volume (vph) 145 61 0 0 208 285 0 0 0 74 0 79 Satd. Flow (prot) 0 3202 0 0 3091 0 0 1900 0 0 1805 1429 Flt Permitted 0.631 0.757 Satd. Flow (perm) 0 2091 0 0 3091 0 0 1900 0 0 1434 1429 Satd. Flow (RTOR)306 102 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) 0 222 0 0 530 0 0 0 0 0 80 85 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) 16.8 16.8 7.8 7.8 Actuated g/C Ratio 0.54 0.54 0.25 0.25 v/c Ratio 0.20 0.29 0.22 0.20 Control Delay 7.4 3.7 10.4 3.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.4 3.7 10.4 3.3 LOS A A B A Approach Delay 7.4 3.7 6.7 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 31.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.29 Intersection Signal Delay: 5.1 Intersection LOS: A Intersection Capacity Utilization 43.0% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 21 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 15 122 458 28 120 23 Future Volume (vph) 15 122 458 28 120 23 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: 46.8 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 22 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 15 122 458 28 120 23 Future Volume (veh/h) 15 122 458 28 120 23 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 16 128 503 0 126 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 180 593 1009 491 184 Arrive On Green 0.10 0.10 0.29 0.00 0.11 0.00 Sat Flow, veh/h 1810 1522 3478 1693 1693 1334 Grp Volume(v), veh/h 16 128 503 0 126 0 Grp Sat Flow(s),veh/h/ln 1810 1522 1739 1693 1693 1334 Q Serve(g_s), s 0.2 1.7 3.6 0.0 2.1 0.0 Cycle Q Clear(g_c), s 0.2 1.7 3.6 0.0 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 593 1009 491 184 V/C Ratio(X) 0.09 0.22 0.50 0.00 0.68 Avail Cap(c_a), veh/h 1211 1460 4072 1982 1416 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 12.2 6.1 8.8 0.0 12.8 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.5 0.0 6.2 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 0.1 0.7 1.0 0.0 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 6.3 9.4 0.0 19.1 0.0 LnGrp LOS B A A A B Approach Vol, veh/h 144 503 126 Approach Delay, s/veh 7.0 9.4 19.1 Approach LOS A A B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 8.3 8.0 13.7 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 3.7 5.6 Green Ext Time (p_c), s 0.9 0.6 3.1 Intersection Summary HCM 6th Ctrl Delay 10.5 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 11 10 16 31 11 8 41 1152 140 11 539 10 Future Volume (vph) 11 10 16 31 11 8 41 1152 140 11 539 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: 101.7 Natural Cycle: 150 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 11 10 16 31 11 8 41 1152 140 11 539 10 Future Volume (veh/h) 11 10 16 31 11 8 41 1152 140 11 539 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 33 12 8 43 1213 147 12 567 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 80 38 107 103 561 1257 1002 121 2382 46 Arrive On Green 0.01 0.05 0.00 0.03 0.07 0.07 0.04 0.70 0.70 0.01 0.68 0.68 Sat Flow, veh/h 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 3509 68 Grp Volume(v), veh/h 12 11 0 33 12 8 43 1213 147 12 282 296 Grp Sat Flow(s),veh/h/ln 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 1749 1828 Q Serve(g_s), s 1.4 0.6 0.0 2.6 0.7 0.5 0.8 60.6 3.3 0.2 6.0 6.0 Cycle Q Clear(g_c), s 1.4 0.6 0.0 2.6 0.7 0.5 0.8 60.6 3.3 0.2 6.0 6.0 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 80 38 107 103 561 1257 1002 121 1187 1241 V/C Ratio(X) 1.29 0.14 0.87 0.11 0.08 0.08 0.96 0.15 0.10 0.24 0.24 Avail Cap(c_a), veh/h 134 1023 307 1008 971 816 1294 1031 1025 1259 1317 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 47.9 44.2 0.0 46.9 42.7 42.6 4.3 13.5 4.9 22.9 6.0 6.0 Incr Delay (d2), s/veh 235.2 0.8 0.0 41.3 0.5 0.3 0.1 17.0 0.1 0.4 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 0.8 0.3 0.0 1.2 0.3 0.2 0.2 24.6 0.8 0.2 1.9 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 283.1 45.0 0.0 88.2 43.2 42.9 4.3 30.5 4.9 23.3 6.1 6.1 LnGrp LOS F D F D D A C A C A A Approach Vol, veh/h 23 53 1403 590 Approach Delay, s/veh 169.2 71.2 27.0 6.4 Approach LOS F E C A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.9 9.8 8.4 71.0 6.4 11.4 6.4 73.0 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 4.6 2.6 2.8 8.0 3.4 2.7 2.2 62.6 Green Ext Time (p_c), s 0.0 0.0 0.1 3.8 0.0 0.1 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 23.9 HCM 6th LOS C 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 60 8 19 6 13 3 31 524 11 7 128 29 Future Volume (vph) 60 8 19 6 13 3 31 524 11 7 128 29 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 60 8 19 6 13 3 31 524 11 7 128 29 Future Volume (veh/h) 60 8 19 6 13 3 31 524 11 7 128 29 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 67 9 21 7 14 3 34 582 12 8 142 32 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 81 127 110 16 47 10 48 2284 47 12 1762 387 Arrive On Green 0.05 0.08 0.08 0.01 0.04 0.04 0.03 0.65 0.65 0.01 0.63 0.63 Sat Flow, veh/h 1541 1566 1355 1810 1267 272 1810 3504 72 1527 2782 611 Grp Volume(v), veh/h 67 9 21 7 0 17 34 290 304 8 86 88 Grp Sat Flow(s),veh/h/ln 1541 1566 1355 1810 0 1539 1810 1749 1828 1527 1706 1686 Q Serve(g_s), s 3.4 0.4 1.2 0.3 0.0 0.9 1.5 5.5 5.5 0.4 1.5 1.6 Cycle Q Clear(g_c), s 3.4 0.4 1.2 0.3 0.0 0.9 1.5 5.5 5.5 0.4 1.5 1.6 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.04 1.00 0.36 Lane Grp Cap(c), veh/h 81 127 110 16 0 57 48 1140 1191 12 1081 1068 V/C Ratio(X) 0.82 0.07 0.19 0.43 0.00 0.30 0.71 0.25 0.25 0.64 0.08 0.08 Avail Cap(c_a), veh/h 154 372 322 226 0 404 226 1140 1191 191 1081 1068 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 37.5 34.0 34.3 39.4 0.0 37.5 38.6 5.8 5.8 39.6 5.7 5.7 Incr Delay (d2), s/veh 7.5 0.1 0.3 12.7 0.0 1.1 17.4 0.5 0.5 18.7 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 1.5 0.2 0.4 0.2 0.0 0.3 0.9 1.9 1.9 0.2 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 34.1 34.6 52.1 0.0 38.6 56.0 6.3 6.3 58.3 5.8 5.8 LnGrp LOS D C C D A D E A A E A A Approach Vol, veh/h 97 24 628 182 Approach Delay, s/veh 41.8 42.5 9.0 8.1 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 11.5 7.1 55.7 9.2 8.0 5.7 57.2 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 3.2 3.5 3.6 5.4 2.9 2.4 7.5 Green Ext Time (p_c), s 0.0 0.1 0.0 1.1 0.0 0.0 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 13.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 27 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 11 0 5 2 5 33 2 3 23 9 Future Volume (vph) 21 11 11 0 5 2 5 33 2 3 23 9 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: 24.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 11 11 0 5 2 5 33 2 3 23 9 Future Volume (veh/h) 21 11 11 0 5 2 5 33 2 3 23 9 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 23 12 12 0 6 2 6 37 2 3 26 10 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 360 19 81 0 72 24 15 599 32 422 86 33 Arrive On Green 0.08 0.08 0.08 0.00 0.08 0.08 0.01 0.38 0.38 0.10 0.10 0.10 Sat Flow, veh/h 470 245 1054 0 937 312 1810 1577 85 303 858 330 Grp Volume(v), veh/h 35 0 12 0 0 8 6 0 39 3 0 36 Grp Sat Flow(s),veh/h/ln 715 0 1054 0 0 1250 1810 0 1662 303 0 1188 Q Serve(g_s), s 0.8 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.3 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 0.3 0.2 0.0 0.5 Prop In Lane 0.66 1.00 0.00 0.25 1.00 0.05 1.00 0.28 Lane Grp Cap(c), veh/h 379 0 81 0 0 96 15 0 632 422 0 119 V/C Ratio(X) 0.09 0.00 0.15 0.00 0.00 0.08 0.40 0.00 0.06 0.01 0.00 0.30 Avail Cap(c_a), veh/h 1162 0 1145 0 0 1358 1475 0 4063 885 0 1936 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 8.3 0.0 7.9 0.0 0.0 7.9 9.1 0.0 3.6 7.5 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 3.0 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 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 8.4 0.0 8.8 0.0 0.0 8.3 25.8 0.0 3.7 7.5 0.0 10.7 LnGrp LOS A A A A A A C A A A A B Approach Vol, veh/h 47 8 45 39 Approach Delay, s/veh 8.5 8.3 6.7 10.4 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 6.4 5.2 6.8 6.4 12.0 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 2.3 Green Ext Time (p_c), s 0.1 0.0 0.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 0 0 0 118 384 84 35 544 0 0 210 31 Future Volume (vph) 0 0 0 118 384 84 35 544 0 0 210 31 Satd. Flow (prot) 0 0 0 0 6102 0 0 3348 0 0 3159 0 Flt Permitted 0.990 0.925 Satd. Flow (perm) 0 0 0 0 6049 0 0 3105 0 0 3159 0 Satd. Flow (RTOR)63 23 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 0 636 0 0 629 0 0 262 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 0.26 0.42 0.23 Control Delay 14.7 10.7 15.2 Queue Delay 0.0 0.0 0.0 Total Delay 14.7 10.7 15.2 LOS B B B Approach Delay 14.7 10.7 15.2 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: 0.42 Intersection Signal Delay: 13.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - AM Peak Hour Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 544 19 0 0 0 0 621 86 106 156 0 Future Volume (vph) 35 544 19 0 0 0 0 621 86 106 156 0 Satd. Flow (prot) 1626 3410 0 0 0 0 0 3316 0 0 3287 0 Flt Permitted 0.950 0.618 Satd. Flow (perm) 1612 3410 0 0 0 0 0 3316 0 0 2069 0 Satd. Flow (RTOR) 4 34 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 (%) Lane Group Flow (vph) 38 612 0 0 0 0 0 768 0 0 285 0 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 Act Effct Green (s) 20.6 20.6 49.4 49.4 Actuated g/C Ratio 0.26 0.26 0.62 0.62 v/c Ratio 0.09 0.70 0.37 0.22 Control Delay 21.1 30.7 8.5 14.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 21.1 30.7 8.5 14.5 LOS C C A B Approach Delay 30.1 8.5 14.5 Approach LOS C A B Intersection Summary 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 Maximum v/c Ratio: 0.70 Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2037 No Action PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 871 834 133 1134 426 679 Future Volume (vph) 871 834 133 1134 426 679 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: 80 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 871 834 133 1134 426 679 Future Volume (veh/h) 871 834 133 1134 426 679 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 871 0 133 1134 426 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 1753 158 1903 456 Arrive On Green 0.16 0.00 0.11 0.63 0.28 0.00 Sat Flow, veh/h 3809 1644 1499 3121 1628 1471 Grp Volume(v), veh/h 871 0 133 1134 426 0 Grp Sat Flow(s),veh/h/ln 1856 1644 1499 1521 1628 1471 Q Serve(g_s), s 25.8 0.0 10.5 26.7 30.6 0.0 Cycle Q Clear(g_c), s 25.8 0.0 10.5 26.7 30.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1753 158 1903 456 V/C Ratio(X) 0.50 0.84 0.60 0.93 Avail Cap(c_a), veh/h 1753 402 1903 509 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.6 0.0 52.7 13.4 42.1 0.0 Incr Delay (d2), s/veh 0.1 0.0 11.5 1.4 24.0 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 12.9 0.0 4.4 8.8 15.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.7 0.0 64.2 14.8 66.1 0.0 LnGrp LOS D E B E Approach Vol, veh/h 871 1267 426 Approach Delay, s/veh 37.7 20.0 66.1 Approach LOS D B E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.4 62.5 39.1 80.9 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 12.5 27.8 32.6 28.7 Green Ext Time (p_c), s 0.3 2.7 1.0 10.5 Intersection Summary HCM 6th Ctrl Delay 33.7 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1563 667 480 1079 0 0 0 0 160 4 497 Future Volume (vph) 0 1563 667 480 1079 0 0 0 0 160 4 497 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1563 667 480 1079 0 0 0 0 160 4 497 Future Volume (veh/h) 0 1563 667 480 1079 0 0 0 0 160 4 497 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 1563 0 480 1079 0 160 4 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 2363 431 2413 0 202 5 Arrive On Green 0.00 0.46 0.00 0.28 0.79 0.00 0.11 0.11 0.00 Sat Flow, veh/h 0 5305 1536 1511 3121 0 1796 45 1601 Grp Volume(v), veh/h 0 1563 0 480 1079 0 164 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 28.3 0.0 34.2 13.6 0.0 10.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 28.3 0.0 34.2 13.6 0.0 10.4 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 2363 431 2413 0 207 0 V/C Ratio(X) 0.00 0.66 1.11 0.45 0.00 0.79 0.00 Avail Cap(c_a), veh/h 0 2363 431 2413 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 0.17 0.00 0.54 0.54 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 25.1 0.0 42.9 4.0 0.0 51.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 68.0 0.3 0.0 9.3 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 11.2 0.0 20.6 3.3 0.0 5.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 25.4 0.0 110.9 4.3 0.0 61.2 0.0 0.0 LnGrp LOS A C F A A E A Approach Vol, veh/h 1563 1559 164 Approach Delay, s/veh 25.4 37.1 61.2 Approach LOS C D E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.0 61.0 19.0 101.0 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 30.3 12.4 15.6 Green Ext Time (p_c), s 0.0 5.7 1.1 15.5 Intersection Summary HCM 6th Ctrl Delay 32.7 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 304 1243 32 312 970 307 14 127 325 644 114 496 Future Volume (vph) 304 1243 32 312 970 307 14 127 325 644 114 496 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 (%)31% 42% 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 56.0 17.0 52.0 38.0 24.0 24.0 17.0 38.0 38.0 21.0 Total Split (%) 15.6% 41.5% 12.6% 38.5% 28.1% 17.8% 17.8% 12.6% 28.1% 28.1% 15.6% 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: 135 Actuated Cycle Length: 135 Natural Cycle: 135 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 304 1243 32 312 970 307 14 127 325 644 114 496 Future Volume (veh/h) 304 1243 32 312 970 307 14 127 325 644 114 496 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 0.94 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 323 1322 0 332 1032 327 15 282 248 771 0 528 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 377 1332 361 1488 1115 13 249 355 864 0 549 Arrive On Green 0.11 0.38 0.00 0.09 0.36 0.36 0.14 0.14 0.14 0.24 0.00 0.24 Sat Flow, veh/h 3483 3618 0 4064 4151 1847 94 1771 1507 3534 0 1539 Grp Volume(v), veh/h 323 1322 0 332 1032 327 297 0 248 771 0 528 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1847 1866 0 1507 1767 0 1539 Q Serve(g_s), s 12.3 50.4 0.0 10.9 28.7 11.5 19.0 0.0 19.0 28.5 0.0 33.0 Cycle Q Clear(g_c), s 12.3 50.4 0.0 10.9 28.7 11.5 19.0 0.0 19.0 28.5 0.0 33.0 Prop In Lane 1.00 0.00 1.00 1.00 0.05 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 377 1332 361 1488 1115 263 0 355 864 0 549 V/C Ratio(X) 0.86 0.99 0.92 0.69 0.29 1.13 0.00 0.70 0.89 0.00 0.96 Avail Cap(c_a), veh/h 413 1332 361 1488 1115 263 0 355 864 0 549 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 59.2 41.8 0.0 61.0 37.0 12.9 58.0 0.0 47.9 49.3 0.0 43.0 Incr Delay (d2), s/veh 16.1 22.8 0.0 28.3 1.6 0.2 95.5 0.0 6.5 11.8 0.0 29.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 25.6 0.0 7.0 14.7 8.4 15.9 0.0 8.4 14.0 0.0 21.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.2 64.6 0.0 89.3 38.5 13.1 153.5 0.0 54.5 61.1 0.0 72.1 LnGrp LOS E E F D B F A D E A E Approach Vol, veh/h 1645 1691 545 1299 Approach Delay, s/veh 66.7 43.6 108.4 65.6 Approach LOS E D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.0 56.0 38.0 19.6 53.4 24.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 51.0 33.0 16.0 47.0 19.0 Max Q Clear Time (g_c+I1), s 12.9 52.4 35.0 14.3 30.7 21.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 10.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.3 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 & Logan Ave/Southport Dr N 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 48 720 26 416 889 161 38 66 233 636 144 173 Future Volume (vph) 48 720 26 416 889 161 38 66 233 636 144 173 Satd. Flow (prot) 1805 3524 0 3400 3574 1214 0 1756 2707 2714 1456 0 Flt Permitted 0.950 0.950 0.982 0.950 Satd. Flow (perm) 1798 3524 0 3400 3574 1174 0 1750 2707 2714 1456 0 Satd. Flow (RTOR) 4 145 85 69 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 (%) Lane Group Flow (vph) 50 777 0 433 926 168 0 109 243 663 330 0 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) 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 Act Effct Green (s) 5.8 22.3 11.1 32.2 32.2 6.1 17.2 24.2 24.2 Actuated g/C Ratio 0.07 0.27 0.13 0.38 0.38 0.07 0.21 0.29 0.29 v/c Ratio 0.41 0.83 0.96 0.67 0.31 0.86 0.39 0.85 0.70 Control Delay 50.0 37.6 73.5 26.1 7.1 93.4 11.9 40.0 30.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 37.6 73.5 26.1 7.1 93.4 11.9 40.0 30.4 LOS D D E C A F B D C Approach Delay 38.3 37.4 37.1 36.8 Approach LOS D D D D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 83.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 83 78 69 44 64 44 141 267 45 48 424 88 Future Volume (vph) 83 78 69 44 64 44 141 267 45 48 424 88 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: 74.8 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 83 78 69 44 64 44 141 267 45 48 424 88 Future Volume (veh/h) 83 78 69 44 64 44 141 267 45 48 424 88 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 90 85 75 48 70 48 153 290 49 52 461 96 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 415 172 152 368 167 115 205 928 154 110 726 150 Arrive On Green 0.08 0.19 0.19 0.06 0.16 0.16 0.11 0.31 0.31 0.06 0.26 0.26 Sat Flow, veh/h 1810 902 796 1810 1016 697 1810 2993 497 1810 2820 581 Grp Volume(v), veh/h 90 0 160 48 0 118 153 169 170 52 282 275 Grp Sat Flow(s),veh/h/ln 1810 0 1697 1810 0 1713 1810 1763 1728 1810 1735 1667 Q Serve(g_s), s 2.1 0.0 4.4 1.1 0.0 3.2 4.3 3.8 4.0 1.5 7.6 7.7 Cycle Q Clear(g_c), s 2.1 0.0 4.4 1.1 0.0 3.2 4.3 3.8 4.0 1.5 7.6 7.7 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.29 1.00 0.35 Lane Grp Cap(c), veh/h 415 0 323 368 0 282 205 546 536 110 447 429 V/C Ratio(X) 0.22 0.00 0.49 0.13 0.00 0.42 0.75 0.31 0.32 0.47 0.63 0.64 Avail Cap(c_a), veh/h 1126 0 1132 1126 0 1143 862 1176 1152 862 1157 1112 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 19.0 16.4 0.0 19.7 22.5 13.8 13.9 23.8 17.3 17.3 Incr Delay (d2), s/veh 0.3 0.0 1.2 0.2 0.0 1.0 5.3 0.3 0.3 3.1 1.5 1.6 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 0.8 0.0 1.7 0.4 0.0 1.3 2.0 1.4 1.4 0.7 2.9 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 0.0 20.1 16.6 0.0 20.7 27.9 14.1 14.2 27.0 18.8 18.9 LnGrp LOS B A C B A C C B B C B B Approach Vol, veh/h 250 166 492 609 Approach Delay, s/veh 18.6 19.5 18.4 19.5 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 15.0 10.9 18.5 9.4 13.6 8.2 21.3 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 3.1 6.4 6.3 9.7 4.1 5.2 3.5 6.0 Green Ext Time (p_c), s 0.1 1.0 0.4 3.6 0.2 0.7 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 173 13 70 63 11 25 28 196 56 67 210 78 Future Volume (vph) 173 13 70 63 11 25 28 196 56 67 210 78 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 0.92 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: 51.7 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 173 13 70 63 11 25 28 196 56 67 210 78 Future Volume (veh/h) 173 13 70 63 11 25 28 196 56 67 210 78 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 188 14 76 68 12 27 30 213 61 73 228 85 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 463 29 157 376 26 59 362 313 90 407 337 125 Arrive On Green 0.13 0.11 0.11 0.07 0.05 0.05 0.04 0.22 0.22 0.07 0.26 0.26 Sat Flow, veh/h 1810 254 1379 1810 517 1164 1810 1400 401 1781 1301 485 Grp Volume(v), veh/h 188 0 90 68 0 39 30 0 274 73 0 313 Grp Sat Flow(s),veh/h/ln 1810 0 1633 1810 0 1681 1810 0 1801 1781 0 1785 Q Serve(g_s), s 3.6 0.0 2.0 1.3 0.0 0.9 0.5 0.0 5.3 1.1 0.0 6.0 Cycle Q Clear(g_c), s 3.6 0.0 2.0 1.3 0.0 0.9 0.5 0.0 5.3 1.1 0.0 6.0 Prop In Lane 1.00 0.84 1.00 0.69 1.00 0.22 1.00 0.27 Lane Grp Cap(c), veh/h 463 0 186 376 0 85 362 0 403 407 0 462 V/C Ratio(X) 0.41 0.00 0.48 0.18 0.00 0.46 0.08 0.00 0.68 0.18 0.00 0.68 Avail Cap(c_a), veh/h 1413 0 1499 1440 0 1543 1483 0 1653 1449 0 1639 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 14.3 0.0 15.9 15.4 0.0 17.6 10.9 0.0 13.5 10.3 0.0 12.7 Incr Delay (d2), s/veh 0.2 0.0 0.7 0.1 0.0 1.4 0.0 0.0 0.8 0.1 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 1.3 0.0 0.7 0.5 0.0 0.3 0.2 0.0 1.9 0.4 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.5 0.0 16.6 15.5 0.0 19.0 11.0 0.0 14.3 10.4 0.0 13.4 LnGrp LOS B A B B A B B A B B A B Approach Vol, veh/h 278 107 304 386 Approach Delay, s/veh 15.2 16.8 14.0 12.8 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 9.3 6.4 14.9 10.0 6.9 7.7 13.5 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 4.0 2.5 8.0 5.6 2.9 3.1 7.3 Green Ext Time (p_c), s 0.0 0.3 0.0 1.4 0.2 0.1 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 13 113 2 70 4 909 117 18 1127 2 Future Volume (vph) 14 13 13 113 2 70 4 909 117 18 1127 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: 140.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 13 113 2 70 4 909 117 18 1127 2 Future Volume (veh/h) 14 13 13 113 2 70 4 909 117 18 1127 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 0.99 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 1885 1900 1900 1900 1870 1900 1900 1870 1900 Adj Flow Rate, veh/h 14 13 0 116 2 72 4 937 121 19 1162 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 29 110 145 172 149 9 1067 138 36 1257 2 Arrive On Green 0.02 0.03 0.00 0.08 0.10 0.10 0.01 0.66 0.66 0.02 0.67 0.67 Sat Flow, veh/h 1810 3610 1610 1795 1805 1560 1810 1620 209 1810 1867 3 Grp Volume(v), veh/h 14 13 0 116 2 72 4 0 1058 19 0 1164 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1795 1805 1560 1810 0 1829 1810 0 1870 Q Serve(g_s), s 0.9 0.4 0.0 7.1 0.1 4.9 0.2 0.0 52.6 1.2 0.0 60.5 Cycle Q Clear(g_c), s 0.9 0.4 0.0 7.1 0.1 4.9 0.2 0.0 52.6 1.2 0.0 60.5 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 29 110 145 172 149 9 0 1204 36 0 1259 V/C Ratio(X) 0.49 0.12 0.80 0.01 0.48 0.42 0.00 0.88 0.53 0.00 0.92 Avail Cap(c_a), veh/h 322 997 320 498 431 274 0 1532 242 0 1566 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 54.8 52.9 0.0 50.7 46.0 48.1 55.7 0.0 15.5 54.5 0.0 15.9 Incr Delay (d2), s/veh 12.5 0.5 0.0 9.7 0.0 2.4 27.3 0.0 5.1 11.4 0.0 8.4 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 0.2 0.0 3.6 0.1 2.0 0.2 0.0 20.7 0.6 0.0 24.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.3 53.4 0.0 60.4 46.0 50.5 83.0 0.0 20.6 65.9 0.0 24.3 LnGrp LOS E D E D D F A C E A C Approach Vol, veh/h 27 190 1062 1183 Approach Delay, s/veh 60.6 56.5 20.8 25.0 Approach LOS E E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 9.3 6.5 81.5 7.7 16.6 8.1 79.8 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 9.1 2.4 2.2 62.5 2.9 6.9 3.2 54.6 Green Ext Time (p_c), s 0.2 0.0 0.0 13.1 0.0 0.4 0.0 11.8 Intersection Summary HCM 6th Ctrl Delay 26.0 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 86 270 55 61 63 44 23 326 44 126 336 79 Future Volume (vph) 86 270 55 61 63 44 23 326 44 126 336 79 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: 61.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 86 270 55 61 63 44 23 326 44 126 336 79 Future Volume (veh/h) 86 270 55 61 63 44 23 326 44 126 336 79 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 0.98 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 91 284 58 64 66 46 24 343 46 133 354 83 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 470 520 105 364 338 213 52 678 90 173 813 188 Arrive On Green 0.08 0.18 0.18 0.06 0.17 0.17 0.03 0.22 0.22 0.10 0.28 0.28 Sat Flow, veh/h 1810 2893 581 1810 2042 1290 1810 3146 418 1767 2858 661 Grp Volume(v), veh/h 91 170 172 64 56 56 24 192 197 133 218 219 Grp Sat Flow(s),veh/h/ln 1810 1749 1726 1810 1749 1583 1810 1777 1787 1767 1777 1742 Q Serve(g_s), s 1.8 4.0 4.1 1.3 1.2 1.4 0.6 4.3 4.4 3.3 4.5 4.6 Cycle Q Clear(g_c), s 1.8 4.0 4.1 1.3 1.2 1.4 0.6 4.3 4.4 3.3 4.5 4.6 Prop In Lane 1.00 0.34 1.00 0.81 1.00 0.23 1.00 0.38 Lane Grp Cap(c), veh/h 470 314 310 364 289 262 52 383 385 173 506 496 V/C Ratio(X) 0.19 0.54 0.55 0.18 0.19 0.22 0.46 0.50 0.51 0.77 0.43 0.44 Avail Cap(c_a), veh/h 1099 1169 1154 1020 1169 1058 2097 2851 2868 748 1544 1514 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 13.6 16.7 16.8 14.1 16.1 16.2 21.4 15.5 15.5 19.7 13.1 13.1 Incr Delay (d2), s/veh 0.1 0.5 0.6 0.1 0.1 0.2 2.3 1.0 1.0 2.7 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 0.7 1.5 1.5 0.5 0.5 0.5 0.3 1.6 1.6 1.3 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.7 17.3 17.3 14.1 16.3 16.4 23.8 16.5 16.6 22.4 13.7 13.8 LnGrp LOS B B B B B B C B B C B B Approach Vol, veh/h 433 176 413 570 Approach Delay, s/veh 16.5 15.5 17.0 15.8 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 13.1 6.3 17.8 8.4 12.4 9.4 14.7 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 19.0 30.0 52.0 39.0 19.0 30.0 19.0 72.0 Max Q Clear Time (g_c+I1), s 3.3 6.1 2.6 6.6 3.8 3.4 5.3 6.4 Green Ext Time (p_c), s 0.1 1.4 0.0 2.8 0.1 0.4 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 187 1 31 305 3 61 Future Volume (vph) 187 1 31 305 3 61 Satd. Flow (prot) 3570 0 0 3377 1805 1495 Flt Permitted 0.921 0.950 Satd. Flow (perm) 3570 0 0 3125 1803 1495 Satd. Flow (RTOR) 1 68 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) 209 0 0 373 3 68 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) 33.8 33.8 7.1 7.1 Actuated g/C Ratio 0.76 0.76 0.16 0.16 v/c Ratio 0.08 0.16 0.01 0.23 Control Delay 3.3 3.4 14.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.3 3.4 14.7 7.3 LOS A A B A Approach Delay 3.3 3.4 7.6 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 44.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.23 Intersection Signal Delay: 3.8 Intersection LOS: A Intersection Capacity Utilization 45.0% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 120 2 0 169 257 0 0 1 156 0 193 Future Volume (vph) 126 120 2 0 169 257 0 0 1 156 0 193 Satd. Flow (prot) 0 3432 0 0 3191 0 0 1617 0 0 1805 1482 Flt Permitted 0.662 0.757 Satd. Flow (perm) 0 2329 0 0 3191 0 0 1617 0 0 1433 1482 Satd. Flow (RTOR) 2 279 844 210 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) 0 269 0 0 463 0 0 1 0 0 170 210 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) 10.5 10.5 8.9 8.9 8.9 Actuated g/C Ratio 0.35 0.35 0.30 0.30 0.30 v/c Ratio 0.33 0.36 0.00 0.40 0.36 Control Delay 9.0 4.2 0.0 11.4 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 4.2 0.0 11.4 3.7 LOS A A A B A Approach Delay 9.0 4.2 7.2 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 29.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 48.1% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 258 406 8 259 19 Future Volume (vph) 5 258 406 8 259 19 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 2381 Travel Time (s) 29.5 14.0 64.9 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 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: 54.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 258 406 8 259 19 Future Volume (veh/h) 5 258 406 8 259 19 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 5 280 447 0 282 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 25 2 1 17 3 7 Cap, veh/h 283 659 794 365 424 Arrive On Green 0.19 0.19 0.22 0.00 0.23 0.00 Sat Flow, veh/h 1457 1585 3591 1648 1856 1522 Grp Volume(v), veh/h 5 280 447 0 282 0 Grp Sat Flow(s),veh/h/ln 1457 1585 1795 1648 1856 1522 Q Serve(g_s), s 0.1 5.3 4.7 0.0 5.8 0.0 Cycle Q Clear(g_c), s 0.1 5.3 4.7 0.0 5.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 283 659 794 365 424 V/C Ratio(X) 0.02 0.42 0.56 0.00 0.66 Avail Cap(c_a), veh/h 691 1102 2980 1368 1100 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 13.7 8.7 14.6 0.0 14.8 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.9 0.0 2.5 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 0.0 2.4 1.7 0.0 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.8 9.4 15.5 0.0 17.3 0.0 LnGrp LOS B A B A B Approach Vol, veh/h 285 447 282 Approach Delay, s/veh 9.4 15.5 17.3 Approach LOS A B B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 14.6 13.2 14.3 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 7.8 7.3 6.7 Green Ext Time (p_c), s 2.1 1.2 2.7 Intersection Summary HCM 6th Ctrl Delay 14.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 19 82 68 4 20 17 994 104 11 1186 7 Future Volume (vph) 29 19 82 68 4 20 17 994 104 11 1186 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: 110.8 Natural Cycle: 120 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 19 82 68 4 20 17 994 104 11 1186 7 Future Volume (veh/h) 29 19 82 68 4 20 17 994 104 11 1186 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 73 4 22 18 1069 112 12 1275 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 45 103 90 159 134 296 1189 964 183 2263 14 Arrive On Green 0.03 0.05 0.00 0.06 0.08 0.08 0.02 0.64 0.64 0.01 0.63 0.63 Sat Flow, veh/h 1471 1900 1598 1499 1900 1601 1711 1870 1517 1810 3592 23 Grp Volume(v), veh/h 31 20 0 73 4 22 18 1069 112 12 626 657 Grp Sat Flow(s),veh/h/ln 1471 1900 1598 1499 1900 1601 1711 1870 1517 1810 1763 1851 Q Serve(g_s), s 1.8 0.9 0.0 4.1 0.2 1.1 0.3 41.3 2.5 0.2 17.3 17.3 Cycle Q Clear(g_c), s 1.8 0.9 0.0 4.1 0.2 1.1 0.3 41.3 2.5 0.2 17.3 17.3 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 45 103 90 159 134 296 1189 964 183 1111 1167 V/C Ratio(X) 0.69 0.19 0.81 0.03 0.16 0.06 0.90 0.12 0.07 0.56 0.56 Avail Cap(c_a), veh/h 346 1386 423 1341 1130 664 1541 1249 1435 1452 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 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 40.8 38.4 0.0 39.4 35.8 36.2 7.1 13.1 6.1 15.4 9.0 9.0 Incr Delay (d2), s/veh 17.2 0.9 0.0 15.4 0.1 0.6 0.1 6.2 0.1 0.1 0.5 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 0.9 0.4 0.0 1.9 0.1 0.4 0.1 15.8 0.7 0.1 5.6 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.0 39.4 0.0 54.9 35.8 36.7 7.2 19.3 6.1 15.6 9.5 9.4 LnGrp LOS E D D D D A B A B A A Approach Vol, veh/h 51 99 1199 1295 Approach Delay, s/veh 50.7 50.1 17.9 9.5 Approach LOS D D B A Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.1 9.6 6.7 58.5 7.6 12.1 6.2 59.0 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 6.1 2.9 2.3 19.3 3.8 3.1 2.2 43.3 Green Ext Time (p_c), s 0.1 0.1 0.0 11.7 0.0 0.1 0.0 10.8 Intersection Summary HCM 6th Ctrl Delay 15.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 20 44 4 1 1 6 300 4 3 580 18 Future Volume (vph) 116 20 44 4 1 1 6 300 4 3 580 18 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: 50 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 20 44 4 1 1 6 300 4 3 580 18 Future Volume (veh/h) 116 20 44 4 1 1 6 300 4 3 580 18 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 126 22 48 4 1 1 7 326 4 3 630 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 13 0 0 0 0 0 2 0 0 1 29 Cap, veh/h 170 160 142 10 7 7 14 1357 17 6 1322 42 Arrive On Green 0.10 0.10 0.10 0.01 0.01 0.01 0.01 0.38 0.38 0.00 0.37 0.37 Sat Flow, veh/h 1781 1622 1438 1810 869 869 1810 3595 44 1810 3543 112 Grp Volume(v), veh/h 126 22 48 4 0 2 7 161 169 3 318 332 Grp Sat Flow(s),veh/h/ln 1781 1622 1438 1810 0 1738 1810 1777 1862 1810 1791 1864 Q Serve(g_s), s 2.7 0.5 1.2 0.1 0.0 0.0 0.1 2.4 2.4 0.1 5.3 5.3 Cycle Q Clear(g_c), s 2.7 0.5 1.2 0.1 0.0 0.0 0.1 2.4 2.4 0.1 5.3 5.3 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 1.00 0.06 Lane Grp Cap(c), veh/h 170 160 142 10 0 15 14 671 703 6 668 696 V/C Ratio(X) 0.74 0.14 0.34 0.41 0.00 0.14 0.52 0.24 0.24 0.51 0.48 0.48 Avail Cap(c_a), veh/h 918 1253 1112 932 0 2686 932 1831 1919 932 2768 2881 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 17.1 16.0 16.3 19.2 0.0 19.1 19.2 8.3 8.3 19.3 9.3 9.3 Incr Delay (d2), s/veh 2.4 0.1 0.5 18.8 0.0 1.6 27.2 0.3 0.2 22.6 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.2 0.4 0.1 0.0 0.0 0.2 0.7 0.8 0.1 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.4 16.1 16.8 38.0 0.0 20.7 46.4 8.5 8.5 41.9 10.0 10.0 LnGrp LOS B B B D A C D A A D B A Approach Vol, veh/h 196 6 337 653 Approach Delay, s/veh 18.4 32.2 9.3 10.2 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 8.8 5.3 19.5 8.7 5.3 5.1 19.7 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 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 3.2 2.1 7.3 4.7 2.0 2.1 4.4 Green Ext Time (p_c), s 0.0 0.2 0.0 6.9 0.1 0.0 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 27 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 1 4 0 1 1 0 36 1 0 25 6 Future Volume (vph) 13 1 4 0 1 1 0 36 1 0 25 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: 18.9 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 1 4 0 1 1 0 36 1 0 25 6 Future Volume (veh/h) 13 1 4 0 1 1 0 36 1 0 25 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 14 1 4 0 1 1 0 39 1 0 27 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 621 1 22 0 25 25 16 163 4 634 83 18 Arrive On Green 0.03 0.03 0.03 0.00 0.03 0.03 0.00 0.09 0.09 0.00 0.09 0.09 Sat Flow, veh/h 288 21 769 0 872 872 1810 1801 46 1389 918 204 Grp Volume(v), veh/h 15 0 4 0 0 2 0 0 40 0 0 33 Grp Sat Flow(s),veh/h/ln 309 0 769 0 0 1743 1810 0 1847 1389 0 1122 Q Serve(g_s), s 0.3 0.0 0.1 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 0.1 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Prop In Lane 0.93 1.00 0.00 0.50 1.00 0.03 1.00 0.18 Lane Grp Cap(c), veh/h 622 0 22 0 0 49 16 0 167 634 0 102 V/C Ratio(X) 0.02 0.00 0.18 0.00 0.00 0.04 0.00 0.00 0.24 0.00 0.00 0.32 Avail Cap(c_a), veh/h 1179 0 1355 0 0 3072 2392 0 7325 4180 0 2967 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 5.6 0.0 5.4 0.0 0.0 5.4 0.0 0.0 4.8 0.0 0.0 4.8 Incr Delay (d2), s/veh 0.0 0.0 4.0 0.0 0.0 0.3 0.0 0.0 1.6 0.0 0.0 3.9 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 0.0 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 5.6 0.0 9.4 0.0 0.0 5.7 0.0 0.0 6.4 0.0 0.0 8.7 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 19 2 40 33 Approach Delay, s/veh 6.4 5.7 6.4 8.7 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 5.3 0.0 6.0 5.3 6.0 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 0.4 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 60 343 40 44 308 0 0 593 58 Future Volume (vph) 0 0 0 60 343 40 44 308 0 0 593 58 Satd. Flow (prot) 0 0 0 0 6250 0 0 3354 0 0 3526 0 Flt Permitted 0.993 0.815 Satd. Flow (perm) 0 0 0 0 6250 0 0 2749 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 0 481 0 0 383 0 0 708 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 0.25 0.23 0.41 Control Delay 24.9 8.8 16.8 Queue Delay 0.0 0.0 0.0 Total Delay 24.9 8.8 16.8 LOS C A B Approach Delay 24.9 8.8 16.8 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: 0.41 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 60.6% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 No Action - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 931 26 0 0 0 0 268 23 160 551 0 Future Volume (vph) 31 931 26 0 0 0 0 268 23 160 551 0 Satd. Flow (prot) 1612 3527 0 0 0 0 0 3309 0 0 3508 0 Flt Permitted 0.950 0.776 Satd. Flow (perm) 1597 3527 0 0 0 0 0 3309 0 0 2752 0 Satd. Flow (RTOR) 3 10 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) 33 1018 0 0 0 0 0 309 0 0 756 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) 36.4 36.4 53.6 53.6 Actuated g/C Ratio 0.36 0.36 0.54 0.54 v/c Ratio 0.06 0.79 0.17 0.51 Control Delay 18.9 33.0 12.7 32.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.9 33.0 12.7 32.2 LOS B C B C Approach Delay 32.5 12.7 32.2 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: 0.79 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2027 With Project AM Peak Hour Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 03/28/2023 800 Garden Ave Synchro 11 Report 2027 With Project - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 532 540 12 156 663 554 8 299 265 188 19 147 Future Volume (vph) 532 540 12 156 663 554 8 299 265 188 19 147 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% 45% 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) 25.0 47.0 28.0 50.0 38.0 32.0 32.0 28.0 38.0 38.0 25.0 Total Split (%) 17.2% 32.4% 19.3% 34.5% 26.2% 22.1% 22.1% 19.3% 26.2% 26.2% 17.2% 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: 118.5 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 03/28/2023 800 Garden Ave Synchro 11 Report 2027 With Project - AM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 532 540 12 156 663 554 8 299 265 188 19 147 Future Volume (veh/h) 532 540 12 156 663 554 8 299 265 188 19 147 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 566 574 0 166 705 589 9 318 282 214 0 156 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 563 1465 249 1352 838 10 361 410 466 0 473 Arrive On Green 0.17 0.44 0.00 0.06 0.33 0.33 0.20 0.20 0.20 0.13 0.00 0.13 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 50 1773 1529 3563 0 1581 Grp Volume(v), veh/h 566 574 0 166 705 589 327 0 282 214 0 156 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1823 0 1529 1781 0 1581 Q Serve(g_s), s 20.0 14.0 0.0 5.0 17.0 31.4 21.0 0.0 20.0 6.7 0.0 9.3 Cycle Q Clear(g_c), s 20.0 14.0 0.0 5.0 17.0 31.4 21.0 0.0 20.0 6.7 0.0 9.3 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 563 1465 249 1352 838 371 0 410 466 0 473 V/C Ratio(X) 1.01 0.39 0.67 0.52 0.70 0.88 0.00 0.69 0.46 0.00 0.33 Avail Cap(c_a), veh/h 563 1465 742 1503 906 407 0 441 973 0 698 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 50.4 23.1 0.0 55.3 32.4 25.6 46.7 0.0 39.8 48.6 0.0 33.2 Incr Delay (d2), s/veh 39.3 0.2 0.0 4.3 0.4 2.6 19.3 0.0 4.7 1.0 0.0 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 11.5 5.5 0.0 2.6 8.3 17.4 11.5 0.0 8.0 3.1 0.0 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.7 23.4 0.0 59.6 32.8 28.2 66.1 0.0 44.5 49.6 0.0 33.8 LnGrp LOS F C E C C E A D D A C Approach Vol, veh/h 1140 1460 609 370 Approach Delay, s/veh 56.3 34.0 56.1 42.9 Approach LOS E C E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.7 57.7 20.8 25.0 45.5 29.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 42.0 33.0 20.0 45.0 27.0 Max Q Clear Time (g_c+I1), s 7.0 16.0 11.3 22.0 33.4 23.0 Green Ext Time (p_c), s 0.7 5.6 2.0 0.0 7.1 1.5 Intersection Summary HCM 6th Ctrl Delay 45.8 HCM 6th LOS D 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2027 With Project PM Peak Hour Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 03/28/2023 800 Garden Ave Synchro 11 Report 2027 With Project - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 253 802 27 366 788 256 12 117 353 520 106 425 Future Volume (vph) 253 802 27 366 788 256 12 117 353 520 106 425 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% 40% 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 56.0 22.0 57.0 38.0 29.0 29.0 22.0 38.0 38.0 21.0 Total Split (%) 14.5% 38.6% 15.2% 39.3% 26.2% 20.0% 20.0% 15.2% 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: 135.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2027 With Project - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 253 802 27 366 788 256 12 117 353 520 106 425 Future Volume (veh/h) 253 802 27 366 788 256 12 117 353 520 106 425 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 0.96 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 269 853 0 389 838 272 13 303 256 634 0 452 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 330 1053 461 1317 1053 14 327 462 892 0 540 Arrive On Green 0.09 0.30 0.00 0.11 0.32 0.32 0.18 0.18 0.18 0.25 0.00 0.25 Sat Flow, veh/h 3483 3618 0 4064 4151 1846 77 1790 1531 3534 0 1541 Grp Volume(v), veh/h 269 853 0 389 838 272 316 0 256 634 0 452 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1846 1867 0 1531 1767 0 1541 Q Serve(g_s), s 9.9 29.3 0.0 12.3 22.6 9.7 21.8 0.0 18.5 21.4 0.0 33.0 Cycle Q Clear(g_c), s 9.9 29.3 0.0 12.3 22.6 9.7 21.8 0.0 18.5 21.4 0.0 33.0 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 330 1053 461 1317 1053 341 0 462 892 0 540 V/C Ratio(X) 0.81 0.81 0.84 0.64 0.26 0.93 0.00 0.55 0.71 0.00 0.84 Avail Cap(c_a), veh/h 426 1375 528 1651 1201 343 0 464 892 0 540 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 58.0 42.4 0.0 56.8 38.2 14.2 52.6 0.0 38.9 44.5 0.0 39.4 Incr Delay (d2), s/veh 10.4 3.3 0.0 11.5 0.8 0.2 30.9 0.0 1.8 2.9 0.0 11.4 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 4.8 13.1 0.0 7.0 11.5 7.0 13.1 0.0 7.2 9.7 0.0 15.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.4 45.8 0.0 68.3 39.0 14.4 83.5 0.0 40.7 47.4 0.0 50.8 LnGrp LOS E D E D B F A D D A D Approach Vol, veh/h 1122 1499 572 1086 Approach Delay, s/veh 51.2 42.1 64.3 48.9 Approach LOS D D E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.8 44.0 38.0 17.4 46.5 28.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 51.0 33.0 16.0 52.0 24.0 Max Q Clear Time (g_c+I1), s 14.3 31.3 35.0 11.9 24.6 23.8 Green Ext Time (p_c), s 0.6 7.8 0.0 0.5 10.7 0.1 Intersection Summary HCM 6th Ctrl Delay 49.2 HCM 6th LOS D 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2032 With Project AM Peak Hour Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 03/28/2023 800 Garden Ave Synchro 11 Report 2032 With Project - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 589 630 13 198 1061 665 8 322 365 211 23 177 Future Volume (vph) 589 630 13 198 1061 665 8 322 365 211 23 177 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 (%)11% 45% 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) 25.0 47.0 28.0 50.0 38.0 32.0 32.0 28.0 38.0 38.0 25.0 Total Split (%) 17.2% 32.4% 19.3% 34.5% 26.2% 22.1% 22.1% 19.3% 26.2% 26.2% 17.2% 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: 135.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2032 With Project - AM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 589 630 13 198 1061 665 8 322 365 211 23 177 Future Volume (veh/h) 589 630 13 198 1061 665 8 322 365 211 23 177 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 627 670 0 211 1129 707 9 370 370 241 0 188 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 520 1416 292 1388 879 9 367 431 514 0 474 Arrive On Green 0.15 0.42 0.00 0.07 0.34 0.34 0.21 0.21 0.21 0.14 0.00 0.14 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 43 1780 1529 3563 0 1583 Grp Volume(v), veh/h 627 670 0 211 1129 707 379 0 370 241 0 188 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1824 0 1529 1781 0 1583 Q Serve(g_s), s 20.0 18.9 0.0 6.9 33.3 43.3 27.0 0.0 27.0 8.1 0.0 12.4 Cycle Q Clear(g_c), s 20.0 18.9 0.0 6.9 33.3 43.3 27.0 0.0 27.0 8.1 0.0 12.4 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 520 1416 292 1388 879 376 0 431 514 0 474 V/C Ratio(X) 1.21 0.47 0.72 0.81 0.80 1.01 0.00 0.86 0.47 0.00 0.40 Avail Cap(c_a), veh/h 520 1416 685 1388 879 376 0 431 898 0 645 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 55.4 27.3 0.0 59.2 39.1 28.2 51.9 0.0 44.6 51.4 0.0 36.7 Incr Delay (d2), s/veh 110.0 0.4 0.0 4.8 4.0 5.8 48.3 0.0 16.1 0.9 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 16.4 7.6 0.0 3.6 17.0 24.9 17.4 0.0 13.3 3.7 0.0 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 165.4 27.7 0.0 64.0 43.1 34.0 100.2 0.0 60.7 52.3 0.0 37.5 LnGrp LOS F C E D C F A E D A D Approach Vol, veh/h 1297 2047 749 429 Approach Delay, s/veh 94.3 42.1 80.7 45.8 Approach LOS F D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.8 60.2 23.9 25.0 50.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 42.0 33.0 20.0 45.0 27.0 Max Q Clear Time (g_c+I1), s 8.9 20.9 14.4 22.0 45.3 29.0 Green Ext Time (p_c), s 0.9 6.2 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.8 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2032 With Project PM Peak Hour Lanes, Volumes, Timings 3: Garden Ave N & N Southport Dr 03/28/2023 800 Garden Ave Synchro 11 Report 2032 With Project - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 289 1194 30 455 912 291 13 129 426 629 119 476 Future Volume (vph) 289 1194 30 455 912 291 13 129 426 629 119 476 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 (%)36% 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 56.0 22.0 57.0 38.0 29.0 29.0 22.0 38.0 38.0 21.0 Total Split (%) 14.5% 38.6% 15.2% 39.3% 26.2% 20.0% 20.0% 15.2% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2032 With Project - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 289 1194 30 455 912 291 13 129 426 629 119 476 Future Volume (veh/h) 289 1194 30 455 912 291 13 129 426 629 119 476 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 0.96 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 307 1270 0 484 970 310 14 364 302 760 0 506 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 356 1240 476 1522 1099 11 298 441 804 0 512 Arrive On Green 0.10 0.35 0.00 0.12 0.37 0.37 0.17 0.17 0.17 0.23 0.00 0.23 Sat Flow, veh/h 3483 3618 0 4064 4151 1847 69 1798 1523 3534 0 1534 Grp Volume(v), veh/h 307 1270 0 484 970 310 378 0 302 760 0 506 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1847 1867 0 1523 1767 0 1534 Q Serve(g_s), s 12.6 51.0 0.0 17.0 28.0 11.9 24.0 0.0 24.0 30.7 0.0 33.0 Cycle Q Clear(g_c), s 12.6 51.0 0.0 17.0 28.0 11.9 24.0 0.0 24.0 30.7 0.0 33.0 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 356 1240 476 1522 1099 309 0 441 804 0 512 V/C Ratio(X) 0.86 1.02 1.02 0.64 0.28 1.22 0.00 0.69 0.94 0.00 0.99 Avail Cap(c_a), veh/h 384 1240 476 1522 1099 309 0 441 804 0 512 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 47.0 0.0 64.0 37.9 14.3 60.5 0.0 46.5 55.1 0.0 48.5 Incr Delay (d2), s/veh 17.8 31.9 0.0 45.3 1.0 0.2 125.9 0.0 4.8 19.7 0.0 36.4 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 6.4 27.5 0.0 11.8 14.4 8.4 22.2 0.0 10.4 15.9 0.0 23.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.9 78.9 0.0 109.3 39.0 14.5 186.4 0.0 51.4 74.8 0.0 84.9 LnGrp LOS F F F D B F A D E A F Approach Vol, veh/h 1577 1764 680 1266 Approach Delay, s/veh 79.5 54.0 126.5 78.9 Approach LOS E D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.0 56.0 38.0 19.8 58.2 29.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 51.0 33.0 16.0 52.0 24.0 Max Q Clear Time (g_c+I1), s 19.0 53.0 35.0 14.6 30.0 26.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.2 11.3 0.0 Intersection Summary HCM 6th Ctrl Delay 76.9 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. Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2037 With Project AM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 414 674 358 1147 521 119 Future Volume (vph) 414 674 358 1147 521 119 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: 80 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 414 674 358 1147 521 119 Future Volume (veh/h) 414 674 358 1147 521 119 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 414 0 358 1147 632 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 1253 359 1918 755 Arrive On Green 0.35 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 414 0 358 1147 632 0 Grp Sat Flow(s),veh/h/ln 1803 1574 1486 1482 1576 1414 Q Serve(g_s), s 8.5 0.0 24.1 22.3 19.1 0.0 Cycle Q Clear(g_c), s 8.5 0.0 24.1 22.3 19.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1253 359 1918 755 V/C Ratio(X) 0.33 1.00 0.60 0.84 Avail Cap(c_a), veh/h 1253 359 1918 1024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.1 0.0 37.8 10.1 36.2 0.0 Incr Delay (d2), s/veh 0.4 0.0 46.3 1.4 5.4 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 3.6 0.0 13.1 6.6 7.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 0.0 84.1 11.5 41.5 0.0 LnGrp LOS C F B D Approach Vol, veh/h 414 1505 632 Approach Delay, s/veh 24.5 28.8 41.5 Approach LOS C C D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 30.0 40.5 29.5 70.5 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 26.1 10.5 21.1 24.3 Green Ext Time (p_c), s 0.0 2.4 2.9 10.0 Intersection Summary HCM 6th Ctrl Delay 31.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1025 363 553 1108 0 0 0 0 98 5 903 Future Volume (vph) 0 1025 363 553 1108 0 0 0 0 98 5 903 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 0 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: 75 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1025 363 553 1108 0 0 0 0 98 5 903 Future Volume (veh/h) 0 1025 363 553 1108 0 0 0 0 98 5 903 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 1025 0 553 1108 0 98 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 1350 723 2362 0 133 7 Arrive On Green 0.00 0.27 0.00 0.32 0.54 0.00 0.08 0.08 0.00 Sat Flow, veh/h 0 5071 1571 1511 2988 0 1754 89 1578 Grp Volume(v), veh/h 0 1025 0 553 1108 0 103 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 19.1 0.0 32.9 23.3 0.0 5.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 19.1 0.0 32.9 23.3 0.0 5.5 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 1350 723 2362 0 140 0 V/C Ratio(X) 0.00 0.76 0.77 0.47 0.00 0.74 0.00 Avail Cap(c_a), veh/h 0 1581 723 2362 0 452 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 0.70 0.00 0.70 0.70 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 33.2 0.0 28.9 9.6 0.0 45.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.5 0.0 3.7 0.5 0.0 10.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.6 0.0 13.0 8.0 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 34.7 0.0 32.6 10.1 0.0 55.4 0.0 0.0 LnGrp LOS A C C B A E A Approach Vol, veh/h 1025 1661 103 Approach Delay, s/veh 34.7 17.6 55.4 Approach LOS C B E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 53.6 33.3 13.1 86.9 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 34.9 21.1 7.5 25.3 Green Ext Time (p_c), s 0.0 6.4 0.6 14.4 Intersection Summary HCM 6th Ctrl Delay 25.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 615 673 14 240 1096 676 9 345 469 221 27 185 Future Volume (vph) 615 673 14 240 1096 676 9 345 469 221 27 185 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) 25.0 47.0 28.0 50.0 38.0 32.0 32.0 28.0 38.0 38.0 25.0 Total Split (%) 17.2% 32.4% 19.3% 34.5% 26.2% 22.1% 22.1% 19.3% 26.2% 26.2% 17.2% 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: 136.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 615 673 14 240 1096 676 9 345 469 221 27 185 Future Volume (veh/h) 615 673 14 240 1096 676 9 345 469 221 27 185 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 1841 1767 818 2110 2125 2125 1693 1826 1826 1870 1900 1900 Adj Flow Rate, veh/h 654 716 0 255 1166 719 10 458 438 256 0 197 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 517 1366 339 1381 884 8 366 448 530 0 480 Arrive On Green 0.15 0.41 0.00 0.09 0.34 0.34 0.21 0.21 0.21 0.15 0.00 0.15 Sat Flow, veh/h 3401 3445 0 3898 4037 1800 39 1785 1529 3563 0 1584 Grp Volume(v), veh/h 654 716 0 255 1166 719 468 0 438 256 0 197 Grp Sat Flow(s),veh/h/ln 1700 1678 0 1949 2018 1800 1824 0 1529 1781 0 1584 Q Serve(g_s), s 20.0 21.2 0.0 8.4 35.2 44.5 27.0 0.0 27.0 8.7 0.0 13.1 Cycle Q Clear(g_c), s 20.0 21.2 0.0 8.4 35.2 44.5 27.0 0.0 27.0 8.7 0.0 13.1 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 517 1366 339 1381 884 374 0 448 530 0 480 V/C Ratio(X) 1.26 0.52 0.75 0.84 0.81 1.25 0.00 0.98 0.48 0.00 0.41 Avail Cap(c_a), veh/h 517 1366 681 1381 884 374 0 448 894 0 642 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 55.8 29.4 0.0 58.7 40.0 28.4 52.3 0.0 46.2 51.4 0.0 36.7 Incr Delay (d2), s/veh 134.0 0.5 0.0 4.8 5.2 6.2 133.0 0.0 36.4 1.0 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 18.1 8.5 0.0 4.4 18.2 25.5 26.1 0.0 18.6 4.0 0.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 189.8 29.9 0.0 63.4 45.2 34.6 185.2 0.0 82.6 52.3 0.0 37.5 LnGrp LOS F C E D C F A F D A D Approach Vol, veh/h 1370 2140 906 453 Approach Delay, s/veh 106.2 43.8 135.6 45.9 Approach LOS F D F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.4 58.6 24.6 25.0 50.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 23.0 42.0 33.0 20.0 45.0 27.0 Max Q Clear Time (g_c+I1), s 10.4 23.2 15.1 22.0 46.5 29.0 Green Ext Time (p_c), s 1.0 6.3 2.3 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 78.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 194 808 8 116 531 659 14 282 399 102 22 38 Future Volume (vph) 194 808 8 116 531 659 14 282 399 102 22 38 Satd. Flow (prot) 1597 3338 0 3213 3406 1346 0 960 2682 2757 1256 0 Flt Permitted 0.950 0.950 0.998 0.950 Satd. Flow (perm) 1596 3338 0 3213 3406 1316 0 960 2682 2757 1256 0 Satd. Flow (RTOR) 1 420 395 41 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 (%) Lane Group Flow (vph) 211 887 0 126 577 716 0 322 434 111 65 0 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) 20.0 51.0 13.0 44.0 44.0 44.0 44.0 32.0 32.0 Total Split (%) 14.3% 36.4% 9.3% 31.4% 31.4% 31.4% 31.4% 22.9% 22.9% 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 Act Effct Green (s) 15.0 46.4 7.7 39.1 39.1 39.1 46.8 11.9 11.9 Actuated g/C Ratio 0.12 0.37 0.06 0.31 0.31 0.31 0.37 0.10 0.10 v/c Ratio 1.10 0.72 0.64 0.54 1.02 1.08 0.35 0.43 0.42 Control Delay 146.0 38.7 73.4 38.8 58.6 115.1 3.1 57.6 31.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 146.0 38.7 73.4 38.8 58.6 115.1 3.1 57.6 31.6 LOS F D E D E F A E C Approach Delay 59.3 51.9 50.8 48.0 Approach LOS E D D D Intersection Summary Cycle Length: 140 Actuated Cycle Length: 125.2 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 53.8 Intersection LOS: D Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & N Southport Dr Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 23 19 13 19 15 28 52 662 31 9 132 23 Future Volume (vph) 23 19 13 19 15 28 52 662 31 9 132 23 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 0.92 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% 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: 45.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 23 19 13 19 15 28 52 662 31 9 132 23 Future Volume (veh/h) 23 19 13 19 15 28 52 662 31 9 132 23 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 25 21 14 21 16 30 57 720 34 10 143 25 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 13 0 27 7 9 0 14 13 11 Cap, veh/h 329 99 66 321 52 97 120 1180 56 25 848 145 Arrive On Green 0.04 0.09 0.09 0.03 0.09 0.09 0.07 0.36 0.36 0.02 0.31 0.31 Sat Flow, veh/h 1810 1052 701 1626 582 1090 1711 3259 154 1612 2759 471 Grp Volume(v), veh/h 25 0 35 21 0 46 57 371 383 10 83 85 Grp Sat Flow(s),veh/h/ln 1810 0 1753 1626 0 1672 1711 1678 1735 1612 1622 1608 Q Serve(g_s), s 0.5 0.0 0.7 0.5 0.0 1.0 1.3 7.3 7.3 0.2 1.5 1.6 Cycle Q Clear(g_c), s 0.5 0.0 0.7 0.5 0.0 1.0 1.3 7.3 7.3 0.2 1.5 1.6 Prop In Lane 1.00 0.40 1.00 0.65 1.00 0.09 1.00 0.29 Lane Grp Cap(c), veh/h 329 0 165 321 0 149 120 608 628 25 499 494 V/C Ratio(X) 0.08 0.00 0.21 0.07 0.00 0.31 0.47 0.61 0.61 0.39 0.17 0.17 Avail Cap(c_a), veh/h 1387 0 1525 1280 0 1454 1063 1460 1509 1001 1411 1398 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 15.6 0.0 16.9 15.8 0.0 17.2 18.0 10.5 10.5 19.6 10.2 10.2 Incr Delay (d2), s/veh 0.1 0.0 0.6 0.1 0.0 1.2 2.9 1.0 1.0 9.6 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 0.2 0.0 0.3 0.2 0.0 0.4 0.5 2.2 2.3 0.1 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 0.0 17.5 15.9 0.0 18.3 20.9 11.5 11.5 29.2 10.3 10.4 LnGrp LOS B A B B A B C B B C B B Approach Vol, veh/h 60 67 811 178 Approach Delay, s/veh 16.8 17.6 12.2 11.4 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 8.8 7.8 17.4 6.5 8.6 5.6 19.6 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 2.5 2.7 3.3 3.6 2.5 3.0 2.2 9.3 Green Ext Time (p_c), s 0.0 0.1 0.1 1.0 0.0 0.2 0.0 5.1 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 50 8 9 19 4 178 11 450 49 104 196 49 Future Volume (vph) 50 8 9 19 4 178 11 450 49 104 196 49 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: 71.4 Natural Cycle: 70 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 50 8 9 19 4 178 11 450 49 104 196 49 Future Volume (veh/h) 50 8 9 19 4 178 11 450 49 104 196 49 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 0.99 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 54 9 10 21 4 193 12 489 53 113 213 53 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 262 174 193 415 5 237 456 560 61 308 562 140 Arrive On Green 0.05 0.21 0.21 0.02 0.19 0.19 0.02 0.35 0.35 0.07 0.41 0.41 Sat Flow, veh/h 1810 818 909 1725 26 1266 1654 1592 172 1810 1376 342 Grp Volume(v), veh/h 54 0 19 21 0 197 12 0 542 113 0 266 Grp Sat Flow(s),veh/h/ln 1810 0 1726 1725 0 1292 1654 0 1764 1810 0 1718 Q Serve(g_s), s 1.4 0.0 0.5 0.6 0.0 8.6 0.3 0.0 16.9 2.2 0.0 6.4 Cycle Q Clear(g_c), s 1.4 0.0 0.5 0.6 0.0 8.6 0.3 0.0 16.9 2.2 0.0 6.4 Prop In Lane 1.00 0.53 1.00 0.98 1.00 0.10 1.00 0.20 Lane Grp Cap(c), veh/h 262 0 367 415 0 242 456 0 621 308 0 701 V/C Ratio(X) 0.21 0.00 0.05 0.05 0.00 0.81 0.03 0.00 0.87 0.37 0.00 0.38 Avail Cap(c_a), veh/h 939 0 1025 1104 0 767 1133 0 1048 946 0 1020 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 18.3 0.0 18.5 18.5 0.0 23.0 12.0 0.0 17.9 13.2 0.0 12.2 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 2.5 0.0 0.0 2.2 0.3 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 0.6 0.0 0.2 0.2 0.0 2.6 0.1 0.0 6.6 0.8 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 0.0 18.5 18.5 0.0 25.5 12.0 0.0 20.0 13.4 0.0 12.3 LnGrp LOS B A B B A C B A C B A B Approach Vol, veh/h 73 218 554 379 Approach Delay, s/veh 18.5 24.8 19.8 12.7 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 17.5 5.9 29.1 7.9 16.1 9.2 25.7 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 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 2.6 2.5 2.3 8.4 3.4 10.6 4.2 18.9 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 0.7 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 87 10 25 21 1071 79 5 539 20 Future Volume (vph) 2 3 12 87 10 25 21 1071 79 5 539 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: 134.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 87 10 25 21 1071 79 5 539 20 Future Volume (veh/h) 2 3 12 87 10 25 21 1071 79 5 539 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 0.99 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 91 10 26 22 1116 82 5 561 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 5 119 114 194 160 35 1155 85 9 1197 45 Arrive On Green 0.00 0.04 0.00 0.07 0.11 0.11 0.02 0.70 0.70 0.01 0.68 0.68 Sat Flow, veh/h 1810 2681 1397 1725 1805 1490 1668 1651 121 1457 1748 65 Grp Volume(v), veh/h 2 3 0 91 10 26 22 0 1198 5 0 582 Grp Sat Flow(s),veh/h/ln 1810 1340 1397 1725 1805 1490 1668 0 1773 1457 0 1813 Q Serve(g_s), s 0.1 0.1 0.0 6.7 0.6 2.0 1.7 0.0 80.5 0.4 0.0 19.1 Cycle Q Clear(g_c), s 0.1 0.1 0.0 6.7 0.6 2.0 1.7 0.0 80.5 0.4 0.0 19.1 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 5 119 114 194 160 35 0 1240 9 0 1242 V/C Ratio(X) 0.41 0.03 0.80 0.05 0.16 0.62 0.00 0.97 0.54 0.00 0.47 Avail Cap(c_a), veh/h 282 647 268 435 360 221 0 1297 170 0 1326 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 64.0 58.8 0.0 59.2 51.5 52.1 62.4 0.0 17.9 63.7 0.0 9.4 Incr Delay (d2), s/veh 47.6 0.1 0.0 12.0 0.1 0.5 16.6 0.0 17.1 41.1 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 3.3 0.3 0.8 0.9 0.0 34.0 0.3 0.0 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 111.6 58.8 0.0 71.2 51.6 52.5 79.0 0.0 35.0 104.7 0.0 9.7 LnGrp LOS F E E D D E A C F A A Approach Vol, veh/h 5 127 1220 587 Approach Delay, s/veh 80.0 65.8 35.8 10.5 Approach LOS E E D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.4 11.6 8.6 93.9 6.2 19.7 6.7 95.8 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 8.7 2.1 3.7 21.1 2.1 4.0 2.4 82.5 Green Ext Time (p_c), s 0.1 0.0 0.0 4.4 0.0 0.1 0.0 7.5 Intersection Summary HCM 6th Ctrl Delay 30.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 123 16 42 84 146 18 613 98 38 80 33 Future Volume (vph) 29 123 16 42 84 146 18 613 98 38 80 33 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 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 123 16 42 84 146 18 613 98 38 80 33 Future Volume (veh/h) 29 123 16 42 84 146 18 613 98 38 80 33 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 32 134 17 46 91 159 20 666 107 41 87 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 13 0 18 9 20 0 7 3 3 3 4 Cap, veh/h 193 401 50 255 246 216 41 1573 252 66 1357 533 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 2896 361 1555 1678 1476 1810 2944 472 1767 2472 970 Grp Volume(v), veh/h 32 74 77 46 91 159 20 386 387 41 61 62 Grp Sat Flow(s),veh/h/ln 1739 1622 1636 1555 1678 1476 1810 1706 1710 1767 1763 1679 Q Serve(g_s), s 1.2 3.3 3.4 2.0 3.9 8.2 0.9 16.1 16.1 1.8 1.3 1.4 Cycle Q Clear(g_c), s 1.2 3.3 3.4 2.0 3.9 8.2 0.9 16.1 16.1 1.8 1.3 1.4 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.28 1.00 0.58 Lane Grp Cap(c), veh/h 193 224 226 255 246 216 41 912 914 66 968 922 V/C Ratio(X) 0.17 0.33 0.34 0.18 0.37 0.74 0.49 0.42 0.42 0.62 0.06 0.07 Avail Cap(c_a), veh/h 290 466 470 328 483 424 158 912 914 155 968 922 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 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 31.1 31.2 27.9 30.8 32.7 39.3 22.0 22.0 37.9 8.4 8.4 Incr Delay (d2), s/veh 0.1 0.3 0.3 0.1 0.3 1.8 3.3 1.4 1.4 3.5 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 0.7 1.6 3.0 0.4 7.6 7.6 0.8 0.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.6 31.4 31.5 28.0 31.1 34.5 42.6 23.4 23.4 41.5 8.5 8.6 LnGrp LOS C C C C C C D C C D A A Approach Vol, veh/h 183 296 793 164 Approach Delay, s/veh 31.0 32.4 23.9 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 16.1 6.8 48.9 7.5 16.7 8.0 47.7 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 4.0 5.4 2.9 3.4 3.2 10.2 3.8 18.1 Green Ext Time (p_c), s 0.0 0.5 0.0 0.6 0.0 0.8 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 169 1 28 323 4 50 Future Volume (vph) 169 1 28 323 4 50 Satd. Flow (prot) 3418 0 0 3197 1805 1170 Flt Permitted 0.928 0.950 Satd. Flow (perm) 3418 0 0 2978 1805 1170 Satd. Flow (RTOR) 1 56 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) 189 0 0 390 4 56 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) 35.2 35.2 7.3 7.3 Actuated g/C Ratio 0.77 0.77 0.16 0.16 v/c Ratio 0.07 0.17 0.01 0.24 Control Delay 3.3 3.4 14.8 8.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.3 3.4 14.8 8.4 LOS A A B A Approach Delay 3.3 3.4 8.8 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 45.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.24 Intersection Signal Delay: 3.9 Intersection LOS: A Intersection Capacity Utilization 42.9% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 71 0 0 233 347 0 0 0 102 0 114 Future Volume (vph) 163 71 0 0 233 347 0 0 0 102 0 114 Satd. Flow (prot) 0 3202 0 0 3081 0 0 1900 0 0 1805 1429 Flt Permitted 0.657 0.757 Satd. Flow (perm) 0 2177 0 0 3081 0 0 1900 0 0 1434 1429 Satd. Flow (RTOR)373 123 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) 0 251 0 0 624 0 0 0 0 0 110 123 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) 14.6 14.6 8.0 8.0 Actuated g/C Ratio 0.49 0.49 0.27 0.27 v/c Ratio 0.23 0.37 0.28 0.26 Control Delay 7.9 3.9 10.4 3.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.9 3.9 10.4 3.9 LOS A A B A Approach Delay 7.9 3.9 7.0 Approach LOS A A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 29.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 5.5 Intersection LOS: A Intersection Capacity Utilization 49.4% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 21 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 15 187 484 28 120 23 Future Volume (vph) 15 187 484 28 120 23 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 (%) 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: 50 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 22 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 15 187 484 28 120 23 Future Volume (veh/h) 15 187 484 28 120 23 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 16 197 530 0 126 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 268 664 1001 487 184 Arrive On Green 0.15 0.15 0.29 0.00 0.11 0.00 Sat Flow, veh/h 1810 1522 3478 1693 1693 1334 Grp Volume(v), veh/h 16 197 530 0 126 0 Grp Sat Flow(s),veh/h/ln 1810 1522 1739 1693 1693 1334 Q Serve(g_s), s 0.3 2.8 4.2 0.0 2.4 0.0 Cycle Q Clear(g_c), s 0.3 2.8 4.2 0.0 2.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 664 1001 487 184 V/C Ratio(X) 0.06 0.30 0.53 0.00 0.69 Avail Cap(c_a), veh/h 1099 1363 3696 1799 1285 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 12.1 6.0 9.9 0.0 14.1 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.6 0.0 6.3 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 1.2 1.2 0.0 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.2 6.4 10.5 0.0 20.4 0.0 LnGrp LOS B A B A C Approach Vol, veh/h 213 530 126 Approach Delay, s/veh 6.8 10.5 20.4 Approach LOS A B C Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 8.6 9.9 14.5 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 4.4 4.8 6.2 Green Ext Time (p_c), s 0.9 0.9 3.3 Intersection Summary HCM 6th Ctrl Delay 11.0 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 11 10 16 31 11 8 41 1170 140 11 582 10 Future Volume (vph) 11 10 16 31 11 8 41 1170 140 11 582 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: 101.7 Natural Cycle: 150 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 11 10 16 31 11 8 41 1170 140 11 582 10 Future Volume (veh/h) 11 10 16 31 11 8 41 1170 140 11 582 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 33 12 8 43 1232 147 12 613 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 79 38 107 103 540 1262 1006 112 2397 43 Arrive On Green 0.01 0.05 0.00 0.03 0.07 0.07 0.04 0.70 0.70 0.01 0.68 0.68 Sat Flow, veh/h 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 3515 63 Grp Volume(v), veh/h 12 11 0 33 12 8 43 1232 147 12 305 319 Grp Sat Flow(s),veh/h/ln 652 1604 1296 1245 1633 1573 1499 1796 1431 1499 1749 1829 Q Serve(g_s), s 1.4 0.6 0.0 2.6 0.7 0.5 0.8 63.8 3.3 0.2 6.6 6.6 Cycle Q Clear(g_c), s 1.4 0.6 0.0 2.6 0.7 0.5 0.8 63.8 3.3 0.2 6.6 6.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.03 Lane Grp Cap(c), veh/h 9 79 38 107 103 540 1262 1006 112 1192 1247 V/C Ratio(X) 1.29 0.14 0.88 0.11 0.08 0.08 0.98 0.15 0.11 0.26 0.26 Avail Cap(c_a), veh/h 133 1011 304 996 960 792 1278 1019 1005 1245 1302 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 48.5 44.7 0.0 47.5 43.3 43.2 4.3 13.8 4.8 24.7 6.0 6.0 Incr Delay (d2), s/veh 236.2 0.8 0.0 42.1 0.5 0.3 0.1 19.5 0.1 0.4 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 0.8 0.3 0.0 1.2 0.3 0.2 0.2 26.5 0.8 0.2 2.1 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 284.7 45.5 0.0 89.6 43.7 43.5 4.4 33.3 4.9 25.1 6.1 6.1 LnGrp LOS F D F D D A C A C A A Approach Vol, veh/h 23 53 1422 636 Approach Delay, s/veh 170.3 72.2 29.5 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 8.0 9.9 8.5 72.1 6.4 11.4 6.4 74.1 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 4.6 2.6 2.8 8.6 3.4 2.7 2.2 65.8 Green Ext Time (p_c), s 0.0 0.0 0.1 4.1 0.0 0.1 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 25.2 HCM 6th LOS C 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 60 8 19 6 13 3 31 534 11 7 149 29 Future Volume (vph) 60 8 19 6 13 3 31 534 11 7 149 29 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 60 8 19 6 13 3 31 534 11 7 149 29 Future Volume (veh/h) 60 8 19 6 13 3 31 534 11 7 149 29 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 67 9 21 7 14 3 34 593 12 8 166 32 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 81 127 110 16 47 10 48 2285 46 12 1815 343 Arrive On Green 0.05 0.08 0.08 0.01 0.04 0.04 0.03 0.65 0.65 0.00 0.21 0.21 Sat Flow, veh/h 1541 1566 1355 1810 1267 272 1810 3506 71 1527 2864 541 Grp Volume(v), veh/h 67 9 21 7 0 17 34 296 309 8 97 101 Grp Sat Flow(s),veh/h/ln 1541 1566 1355 1810 0 1539 1810 1749 1828 1527 1706 1699 Q Serve(g_s), s 3.4 0.4 1.2 0.3 0.0 0.9 1.5 5.7 5.7 0.4 3.7 3.8 Cycle Q Clear(g_c), s 3.4 0.4 1.2 0.3 0.0 0.9 1.5 5.7 5.7 0.4 3.7 3.8 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.04 1.00 0.32 Lane Grp Cap(c), veh/h 81 127 110 16 0 57 48 1140 1192 12 1081 1076 V/C Ratio(X) 0.82 0.07 0.19 0.43 0.00 0.30 0.71 0.26 0.26 0.64 0.09 0.09 Avail Cap(c_a), veh/h 154 372 322 226 0 404 226 1140 1192 191 1081 1076 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 37.5 34.0 34.3 39.4 0.0 37.5 38.6 5.8 5.8 39.8 13.1 13.1 Incr Delay (d2), s/veh 7.5 0.1 0.3 12.7 0.0 1.1 17.4 0.6 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 1.5 0.2 0.4 0.2 0.0 0.3 0.9 1.9 2.0 0.2 1.3 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 34.1 34.6 52.1 0.0 38.6 56.0 6.4 6.4 58.5 13.2 13.3 LnGrp LOS D C C D A D E A A E B B Approach Vol, veh/h 97 24 639 206 Approach Delay, s/veh 41.8 42.5 9.0 15.0 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 11.5 7.1 55.7 9.2 8.0 5.7 57.2 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 3.2 3.5 5.8 5.4 2.9 2.4 7.7 Green Ext Time (p_c), s 0.0 0.1 0.0 1.2 0.0 0.0 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 14.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 27 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 21 11 11 0 5 2 5 33 2 3 23 9 Future Volume (vph) 21 11 11 0 5 2 5 33 2 3 23 9 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: 24.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 11 11 0 5 2 5 33 2 3 23 9 Future Volume (veh/h) 21 11 11 0 5 2 5 33 2 3 23 9 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 23 12 12 0 6 2 6 37 2 3 26 10 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 360 19 81 0 72 24 15 599 32 422 86 33 Arrive On Green 0.08 0.08 0.08 0.00 0.08 0.08 0.01 0.38 0.38 0.10 0.10 0.10 Sat Flow, veh/h 470 245 1054 0 937 312 1810 1577 85 303 858 330 Grp Volume(v), veh/h 35 0 12 0 0 8 6 0 39 3 0 36 Grp Sat Flow(s),veh/h/ln 715 0 1054 0 0 1250 1810 0 1662 303 0 1188 Q Serve(g_s), s 0.8 0.0 0.2 0.0 0.0 0.1 0.1 0.0 0.3 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 0.3 0.2 0.0 0.5 Prop In Lane 0.66 1.00 0.00 0.25 1.00 0.05 1.00 0.28 Lane Grp Cap(c), veh/h 379 0 81 0 0 96 15 0 632 422 0 119 V/C Ratio(X) 0.09 0.00 0.15 0.00 0.00 0.08 0.40 0.00 0.06 0.01 0.00 0.30 Avail Cap(c_a), veh/h 1162 0 1145 0 0 1358 1475 0 4063 885 0 1936 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 8.3 0.0 7.9 0.0 0.0 7.9 9.1 0.0 3.6 7.5 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 3.0 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 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 8.4 0.0 8.8 0.0 0.0 8.3 25.8 0.0 3.7 7.5 0.0 10.7 LnGrp LOS A A A A A A C A A A A B Approach Vol, veh/h 47 8 45 39 Approach Delay, s/veh 8.5 8.3 6.7 10.4 Approach LOS A A A B Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 6.4 5.2 6.8 6.4 12.0 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 2.3 Green Ext Time (p_c), s 0.1 0.0 0.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 0 0 0 118 384 84 35 554 0 0 231 31 Future Volume (vph) 0 0 0 118 384 84 35 554 0 0 231 31 Satd. Flow (prot) 0 0 0 0 6102 0 0 3347 0 0 3160 0 Flt Permitted 0.990 0.924 Satd. Flow (perm) 0 0 0 0 6049 0 0 3101 0 0 3160 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 0 636 0 0 640 0 0 285 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 0.26 0.43 0.25 Control Delay 14.7 10.7 15.3 Queue Delay 0.0 0.0 0.0 Total Delay 14.7 10.7 15.3 LOS B B B Approach Delay 14.7 10.7 15.3 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: 0.43 Intersection Signal Delay: 13.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 544 19 0 0 0 0 631 86 106 177 0 Future Volume (vph) 35 544 19 0 0 0 0 631 86 106 177 0 Satd. Flow (prot) 1626 3410 0 0 0 0 0 3316 0 0 3298 0 Flt Permitted 0.950 0.622 Satd. Flow (perm) 1612 3410 0 0 0 0 0 3316 0 0 2085 0 Satd. Flow (RTOR) 4 33 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 (%) Lane Group Flow (vph) 38 612 0 0 0 0 0 779 0 0 307 0 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 Act Effct Green (s) 20.6 20.6 49.4 49.4 Actuated g/C Ratio 0.26 0.26 0.62 0.62 v/c Ratio 0.09 0.70 0.38 0.24 Control Delay 21.1 30.7 8.6 15.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 21.1 30.7 8.6 15.2 LOS C C A B Approach Delay 30.1 8.6 15.2 Approach LOS C A B Intersection Summary 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 Maximum v/c Ratio: 0.70 Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St Lanes, Volumes, Timings 22: Garden Ave N & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 44 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 48 96 414 45 61 163 Future Volume (vph) 48 96 414 45 61 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 125 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Link Speed (mph) 30 25 25 Link Distance (ft) 324 650 380 Travel Time (s) 7.4 17.7 10.4 Confl. Peds. (#/hr)2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 7% 3% 3% 7% Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 22: Garden Ave N & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 45 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 96 414 45 61 163 Future Vol, veh/h 48 96 414 45 61 163 Conflicting Peds, #/hr 0 0 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 125 - Veh in Median Storage, # 1 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 7 3 3 7 Mvmt Flow 52 104 450 49 66 177 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 786 477 0 0 501 0 Stage 1 477 - - - - - Stage 2 309 - - - - - 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 360 586 - - 1058 - Stage 1 622 - - - - - Stage 2 742 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 337 585 - - 1056 - Mov Cap-2 Maneuver 452 - - - - - Stage 1 621 - - - - - Stage 2 696 - - - - - Approach WB NB SB HCM Control Delay, s 14.5 0 2.4 HCM LOS B Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 533 1056 - HCM Lane V/C Ratio - - 0.294 0.063 - HCM Control Delay (s) - - 14.5 8.6 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1.2 0.2 - Lanes, Volumes, Timings 23: N 8th St & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 46 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 26 147 537 7 7 43 Future Volume (vph) 26 147 537 7 7 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 264 390 214 Travel Time (s) 7.2 10.6 5.8 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 5% 5% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 23: N 8th St & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 47 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 26 147 537 7 7 43 Future Vol, veh/h 26 147 537 7 7 43 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 5 5 3 3 3 Mvmt Flow 28 160 584 8 8 47 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 593 0 - 0 725 297 Stage 1 - - - - 589 - Stage 2 - - - - 136 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 972 - - - 358 696 Stage 1 - - - - 515 - Stage 2 - - - - 873 - Platoon blocked, % - - - Mov Cap-1 Maneuver 971 - - - 346 695 Mov Cap-2 Maneuver - - - - 346 - Stage 1 - - - - 498 - Stage 2 - - - - 872 - Approach EB WB SB HCM Control Delay, s 1.4 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 971 - - - 609 HCM Lane V/C Ratio 0.029 - - - 0.089 HCM Control Delay (s) 8.8 0.1 - - 11.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 Lanes, Volumes, Timings 24: N 8th St & Interior Roadway 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 48 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 12 142 503 16 54 41 Future Volume (vph) 12 142 503 16 54 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 390 426 187 Travel Time (s) 10.6 11.6 5.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 5% 5% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 24: N 8th St & Interior Roadway 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - AM Peak Hour Page 49 Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 142 503 16 54 41 Future Vol, veh/h 12 142 503 16 54 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 5 5 3 3 3 Mvmt Flow 13 154 547 17 59 45 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 564 0 - 0 659 282 Stage 1 - - - - 556 - Stage 2 - - - - 103 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 997 - - - 394 712 Stage 1 - - - - 535 - Stage 2 - - - - 907 - Platoon blocked, % - - - Mov Cap-1 Maneuver 997 - - - 388 712 Mov Cap-2 Maneuver - - - - 388 - Stage 1 - - - - 528 - Stage 2 - - - - 907 - Approach EB WB SB HCM Control Delay, s 0.8 0 14.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 997 - - - 483 HCM Lane V/C Ratio 0.013 - - - 0.214 HCM Control Delay (s) 8.7 0.1 - - 14.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.8 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Future 2037 With Project PM Peak Hour Lanes, Volumes, Timings 1: I-405 NB Ramp & Southport Dr N/NE Sunset Blvd 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 898 927 133 1170 497 679 Future Volume (vph) 898 927 133 1170 497 679 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: 90 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 898 927 133 1170 497 679 Future Volume (veh/h) 898 927 133 1170 497 679 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 898 0 133 1170 497 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 1633 158 1805 509 Arrive On Green 0.15 0.00 0.11 0.59 0.31 0.00 Sat Flow, veh/h 3809 1644 1499 3121 1628 1471 Grp Volume(v), veh/h 898 0 133 1170 497 0 Grp Sat Flow(s),veh/h/ln 1856 1644 1499 1521 1628 1471 Q Serve(g_s), s 27.0 0.0 10.5 30.5 36.3 0.0 Cycle Q Clear(g_c), s 27.0 0.0 10.5 30.5 36.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1633 158 1805 509 V/C Ratio(X) 0.55 0.84 0.65 0.98 Avail Cap(c_a), veh/h 1633 402 1805 509 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.3 0.0 52.7 16.1 40.8 0.0 Incr Delay (d2), s/veh 0.1 0.0 11.5 1.8 34.0 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 13.5 0.0 4.4 10.4 19.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 0.0 64.2 17.9 74.8 0.0 LnGrp LOS D E B E Approach Vol, veh/h 898 1303 497 Approach Delay, s/veh 40.4 22.7 74.8 Approach LOS D C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 18.4 58.6 43.0 77.0 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 12.5 29.0 38.3 32.5 Green Ext Time (p_c), s 0.3 2.3 0.0 10.8 Intersection Summary HCM 6th Ctrl Delay 38.2 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1683 719 480 1186 0 0 0 0 160 4 621 Future Volume (vph) 0 1683 719 480 1186 0 0 0 0 160 4 621 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: 90 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 1683 719 480 1186 0 0 0 0 160 4 621 Future Volume (veh/h) 0 1683 719 480 1186 0 0 0 0 160 4 621 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 1683 0 480 1186 0 160 4 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 2363 431 2413 0 202 5 Arrive On Green 0.00 0.46 0.00 0.28 0.79 0.00 0.11 0.11 0.00 Sat Flow, veh/h 0 5305 1536 1511 3121 0 1796 45 1601 Grp Volume(v), veh/h 0 1683 0 480 1186 0 164 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 31.6 0.0 34.2 15.8 0.0 10.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 31.6 0.0 34.2 15.8 0.0 10.4 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 2363 431 2413 0 207 0 V/C Ratio(X) 0.00 0.71 1.11 0.49 0.00 0.79 0.00 Avail Cap(c_a), veh/h 0 2363 431 2413 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 0.46 0.46 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 26.0 0.0 42.9 4.2 0.0 51.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 66.0 0.3 0.0 9.3 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 12.5 0.0 20.4 3.8 0.0 5.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 26.2 0.0 108.9 4.5 0.0 61.2 0.0 0.0 LnGrp LOS A C F A A E A Approach Vol, veh/h 1683 1666 164 Approach Delay, s/veh 26.2 34.6 61.2 Approach LOS C C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 40.0 61.0 19.0 101.0 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 33.6 12.4 17.8 Green Ext Time (p_c), s 0.0 3.2 1.1 18.0 Intersection Summary HCM 6th Ctrl Delay 31.8 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 304 1243 32 543 970 307 14 141 497 644 132 496 Future Volume (vph) 304 1243 32 543 970 307 14 141 497 644 132 496 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% 40% 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 56.0 22.0 57.0 38.0 29.0 29.0 22.0 38.0 38.0 21.0 Total Split (%) 14.5% 38.6% 15.2% 39.3% 26.2% 20.0% 20.0% 15.2% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 304 1243 32 543 970 307 14 141 497 644 132 496 Future Volume (veh/h) 304 1243 32 543 970 307 14 141 497 644 132 496 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 0.96 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 1885 1856 1515 2200 2185 2185 1900 1870 1900 1856 1900 1885 Adj Flow Rate, veh/h 323 1322 0 578 1032 327 15 423 347 785 0 528 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 370 1240 476 1506 1091 11 298 441 804 0 519 Arrive On Green 0.11 0.35 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 1523 3534 0 1534 Grp Volume(v), veh/h 323 1322 0 578 1032 327 438 0 347 785 0 528 Grp Sat Flow(s),veh/h/ln 1742 1763 0 2032 2075 1847 1867 0 1523 1767 0 1534 Q Serve(g_s), s 13.2 51.0 0.0 17.0 30.6 12.8 24.0 0.0 24.0 32.0 0.0 33.0 Cycle Q Clear(g_c), s 13.2 51.0 0.0 17.0 30.6 12.8 24.0 0.0 24.0 32.0 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 370 1240 476 1506 1091 309 0 441 804 0 519 V/C Ratio(X) 0.87 1.07 1.21 0.69 0.30 1.42 0.00 0.79 0.98 0.00 1.02 Avail Cap(c_a), veh/h 384 1240 476 1506 1091 309 0 441 804 0 519 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 63.9 47.0 0.0 64.0 39.2 14.8 60.5 0.0 48.3 55.6 0.0 48.5 Incr Delay (d2), s/veh 19.6 45.2 0.0 114.0 1.5 0.2 205.8 0.0 9.7 25.9 0.0 44.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 29.8 0.0 16.3 15.8 9.0 29.0 0.0 12.8 17.1 0.0 25.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 83.4 92.2 0.0 178.0 40.6 15.0 266.3 0.0 57.9 81.5 0.0 92.6 LnGrp LOS F F F D B F A E F A F Approach Vol, veh/h 1645 1937 785 1313 Approach Delay, s/veh 90.5 77.3 174.2 86.0 Approach LOS F E F F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.0 56.0 38.0 20.4 57.6 29.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 51.0 33.0 16.0 52.0 24.0 Max Q Clear Time (g_c+I1), s 19.0 53.0 35.0 15.2 32.6 26.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 11.2 0.0 Intersection Summary HCM 6th Ctrl Delay 96.5 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 48 720 26 416 889 161 38 66 233 636 144 173 Future Volume (vph) 48 720 26 416 889 161 38 66 233 636 144 173 Satd. Flow (prot) 1805 3524 0 3400 3574 1214 0 1756 2707 2714 1456 0 Flt Permitted 0.950 0.950 0.982 0.950 Satd. Flow (perm) 1798 3524 0 3400 3574 1174 0 1750 2707 2714 1456 0 Satd. Flow (RTOR) 4 145 85 69 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 (%) Lane Group Flow (vph) 50 777 0 433 926 168 0 109 243 663 330 0 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) 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 Act Effct Green (s) 5.8 22.3 11.1 32.2 32.2 6.1 17.2 24.2 24.2 Actuated g/C Ratio 0.07 0.27 0.13 0.38 0.38 0.07 0.21 0.29 0.29 v/c Ratio 0.41 0.83 0.96 0.67 0.31 0.86 0.39 0.85 0.70 Control Delay 50.0 37.6 73.5 26.1 7.1 93.4 11.9 40.0 30.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 37.6 73.5 26.1 7.1 93.4 11.9 40.0 30.4 LOS D D E C A F B D C Approach Delay 38.3 37.4 37.1 36.8 Approach LOS D D D D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 83.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: Park Ave N & Logan Ave/Southport Dr N Lanes, Volumes, Timings 5: Park Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 83 78 69 44 64 44 141 267 45 48 424 88 Future Volume (vph) 83 78 69 44 64 44 141 267 45 48 424 88 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: 74.8 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 83 78 69 44 64 44 141 267 45 48 424 88 Future Volume (veh/h) 83 78 69 44 64 44 141 267 45 48 424 88 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 90 85 75 48 70 48 153 290 49 52 461 96 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 415 172 152 368 167 115 205 928 154 110 726 150 Arrive On Green 0.08 0.19 0.19 0.06 0.16 0.16 0.11 0.31 0.31 0.06 0.26 0.26 Sat Flow, veh/h 1810 902 796 1810 1016 697 1810 2993 497 1810 2820 581 Grp Volume(v), veh/h 90 0 160 48 0 118 153 169 170 52 282 275 Grp Sat Flow(s),veh/h/ln 1810 0 1697 1810 0 1713 1810 1763 1728 1810 1735 1667 Q Serve(g_s), s 2.1 0.0 4.4 1.1 0.0 3.2 4.3 3.8 4.0 1.5 7.6 7.7 Cycle Q Clear(g_c), s 2.1 0.0 4.4 1.1 0.0 3.2 4.3 3.8 4.0 1.5 7.6 7.7 Prop In Lane 1.00 0.47 1.00 0.41 1.00 0.29 1.00 0.35 Lane Grp Cap(c), veh/h 415 0 323 368 0 282 205 546 536 110 447 429 V/C Ratio(X) 0.22 0.00 0.49 0.13 0.00 0.42 0.75 0.31 0.32 0.47 0.63 0.64 Avail Cap(c_a), veh/h 1126 0 1132 1126 0 1143 862 1176 1152 862 1157 1112 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 0.0 19.0 16.4 0.0 19.7 22.5 13.8 13.9 23.8 17.3 17.3 Incr Delay (d2), s/veh 0.3 0.0 1.2 0.2 0.0 1.0 5.3 0.3 0.3 3.1 1.5 1.6 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 0.8 0.0 1.7 0.4 0.0 1.3 2.0 1.4 1.4 0.7 2.9 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 0.0 20.1 16.6 0.0 20.7 27.9 14.1 14.2 27.0 18.8 18.9 LnGrp LOS B A C B A C C B B C B B Approach Vol, veh/h 250 166 492 609 Approach Delay, s/veh 18.6 19.5 18.4 19.5 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 15.0 10.9 18.5 9.4 13.6 8.2 21.3 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 3.1 6.4 6.3 9.7 4.1 5.2 3.5 6.0 Green Ext Time (p_c), s 0.1 1.0 0.4 3.6 0.2 0.7 0.1 2.1 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Lanes, Volumes, Timings 6: Garden Ave N & N 10th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 173 13 70 70 11 103 28 307 63 166 360 78 Future Volume (vph) 173 13 70 70 11 103 28 307 63 166 360 78 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: 73.4 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 173 13 70 70 11 103 28 307 63 166 360 78 Future Volume (veh/h) 173 13 70 70 11 103 28 307 63 166 360 78 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 0.99 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 188 14 76 76 12 112 30 334 68 180 391 85 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 404 41 225 398 16 154 305 413 84 391 510 111 Arrive On Green 0.12 0.16 0.16 0.06 0.11 0.11 0.03 0.27 0.27 0.10 0.34 0.34 Sat Flow, veh/h 1810 255 1382 1810 157 1465 1810 1514 308 1781 1495 325 Grp Volume(v), veh/h 188 0 90 76 0 124 30 0 402 180 0 476 Grp Sat Flow(s),veh/h/ln 1810 0 1636 1810 0 1621 1810 0 1822 1781 0 1820 Q Serve(g_s), s 4.5 0.0 2.5 1.8 0.0 3.7 0.6 0.0 10.4 3.5 0.0 11.8 Cycle Q Clear(g_c), s 4.5 0.0 2.5 1.8 0.0 3.7 0.6 0.0 10.4 3.5 0.0 11.8 Prop In Lane 1.00 0.84 1.00 0.90 1.00 0.17 1.00 0.18 Lane Grp Cap(c), veh/h 404 0 266 398 0 170 305 0 497 391 0 621 V/C Ratio(X) 0.46 0.00 0.34 0.19 0.00 0.73 0.10 0.00 0.81 0.46 0.00 0.77 Avail Cap(c_a), veh/h 1080 0 1136 1178 0 1126 1141 0 1266 1092 0 1264 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 16.9 0.0 18.7 18.1 0.0 21.9 13.0 0.0 17.1 12.0 0.0 14.8 Incr Delay (d2), s/veh 0.3 0.0 0.3 0.1 0.0 2.2 0.1 0.0 1.2 0.3 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 1.7 0.0 0.9 0.7 0.0 1.4 0.2 0.0 4.0 1.2 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.2 0.0 19.0 18.2 0.0 24.1 13.1 0.0 18.3 12.4 0.0 15.6 LnGrp LOS B A B B A C B A B B A B Approach Vol, veh/h 278 200 432 656 Approach Delay, s/veh 17.8 21.8 17.9 14.7 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 13.2 6.7 22.2 11.2 10.3 10.2 18.7 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 25.0 35.0 25.0 35.0 25.0 35.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.8 4.5 2.6 13.8 6.5 5.7 5.5 12.4 Green Ext Time (p_c), s 0.1 0.3 0.0 2.1 0.1 0.4 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Lanes, Volumes, Timings 7: Logan Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 13 140 2 70 4 909 152 18 1127 2 Future Volume (vph) 14 13 13 140 2 70 4 909 152 18 1127 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: 141.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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 13 140 2 70 4 909 152 18 1127 2 Future Volume (veh/h) 14 13 13 140 2 70 4 909 152 18 1127 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 0.99 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 1885 1900 1900 1900 1870 1900 1900 1870 1900 Adj Flow Rate, veh/h 14 13 0 144 2 72 4 937 157 19 1162 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 28 109 174 201 175 9 1018 171 36 1247 2 Arrive On Green 0.02 0.03 0.00 0.10 0.11 0.11 0.01 0.65 0.65 0.02 0.67 0.67 Sat Flow, veh/h 1810 3610 1610 1795 1805 1567 1810 1558 261 1810 1867 3 Grp Volume(v), veh/h 14 13 0 144 2 72 4 0 1094 19 0 1164 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1795 1805 1567 1810 0 1819 1810 0 1870 Q Serve(g_s), s 0.9 0.4 0.0 9.3 0.1 5.1 0.3 0.0 61.8 1.2 0.0 64.7 Cycle Q Clear(g_c), s 0.9 0.4 0.0 9.3 0.1 5.1 0.3 0.0 61.8 1.2 0.0 64.7 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 28 109 174 201 175 9 0 1189 36 0 1249 V/C Ratio(X) 0.50 0.12 0.83 0.01 0.41 0.42 0.00 0.92 0.53 0.00 0.93 Avail Cap(c_a), veh/h 306 947 304 474 411 260 0 1447 230 0 1488 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 57.7 55.8 0.0 52.4 46.7 48.9 58.6 0.0 17.8 57.4 0.0 17.2 Incr Delay (d2), s/veh 12.9 0.5 0.0 9.6 0.0 1.6 27.5 0.0 8.7 11.9 0.0 9.8 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 4.7 0.1 2.1 0.2 0.0 25.6 0.7 0.0 27.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.5 56.2 0.0 62.0 46.7 50.4 86.1 0.0 26.5 69.3 0.0 27.1 LnGrp LOS E E E D D F A C E A C Approach Vol, veh/h 27 218 1098 1183 Approach Delay, s/veh 63.7 58.1 26.7 27.8 Approach LOS E E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.3 9.5 6.5 84.8 7.7 19.1 8.2 83.1 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 11.3 2.4 2.3 66.7 2.9 7.1 3.2 63.8 Green Ext Time (p_c), s 0.2 0.0 0.0 12.2 0.0 0.4 0.0 11.6 Intersection Summary HCM 6th Ctrl Delay 30.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 86 305 55 75 90 44 23 326 62 126 336 79 Future Volume (vph) 86 305 55 75 90 44 23 326 62 126 336 79 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: 63.6 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 86 305 55 75 90 44 23 326 62 126 336 79 Future Volume (veh/h) 86 305 55 75 90 44 23 326 62 126 336 79 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 91 321 58 79 95 46 24 343 65 133 354 83 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 470 559 100 367 427 194 52 653 122 173 824 191 Arrive On Green 0.07 0.19 0.19 0.07 0.18 0.18 0.03 0.22 0.22 0.10 0.29 0.29 Sat Flow, veh/h 1810 2958 528 1810 2325 1056 1810 2979 558 1767 2858 661 Grp Volume(v), veh/h 91 188 191 79 70 71 24 203 205 133 218 219 Grp Sat Flow(s),veh/h/ln 1810 1749 1737 1810 1749 1632 1810 1777 1760 1767 1777 1742 Q Serve(g_s), s 1.8 4.6 4.7 1.6 1.6 1.7 0.6 4.7 4.8 3.5 4.7 4.8 Cycle Q Clear(g_c), s 1.8 4.6 4.7 1.6 1.6 1.7 0.6 4.7 4.8 3.5 4.7 4.8 Prop In Lane 1.00 0.30 1.00 0.65 1.00 0.32 1.00 0.38 Lane Grp Cap(c), veh/h 470 330 328 367 321 299 52 389 386 173 513 503 V/C Ratio(X) 0.19 0.57 0.58 0.22 0.22 0.24 0.46 0.52 0.53 0.77 0.43 0.44 Avail Cap(c_a), veh/h 1068 1116 1108 975 1116 1042 2002 2722 2696 714 1474 1446 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 13.7 17.3 17.4 14.0 16.3 16.4 22.5 16.2 16.2 20.7 13.6 13.6 Incr Delay (d2), s/veh 0.1 0.6 0.6 0.1 0.1 0.2 2.4 1.1 1.1 2.7 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 0.7 1.7 1.8 0.6 0.6 0.6 0.3 1.8 1.8 1.4 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.8 17.9 18.0 14.1 16.4 16.5 24.9 17.3 17.4 23.4 14.1 14.2 LnGrp LOS B B B B B B C B B C B B Approach Vol, veh/h 470 220 432 570 Approach Delay, s/veh 17.1 15.6 17.7 16.3 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.2 13.9 6.3 18.6 8.5 13.6 9.6 15.3 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 3.6 6.7 2.6 6.8 3.8 3.7 5.5 6.8 Green Ext Time (p_c), s 0.1 1.5 0.0 2.8 0.1 0.5 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B Lanes, Volumes, Timings 9: Garden Ave N & N 8th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 9 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 240 1 31 346 3 61 Future Volume (vph) 240 1 31 346 3 61 Satd. Flow (prot) 3571 0 0 3398 1805 1495 Flt Permitted 0.920 0.950 Satd. Flow (perm) 3571 0 0 3139 1803 1495 Satd. Flow (RTOR) 1 68 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) 268 0 0 418 3 68 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) 33.8 33.8 7.1 7.1 Actuated g/C Ratio 0.76 0.76 0.16 0.16 v/c Ratio 0.10 0.18 0.01 0.23 Control Delay 3.3 3.5 14.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 3.3 3.5 14.7 7.3 LOS A A B A Approach Delay 3.3 3.5 7.6 Approach LOS A A A Intersection Summary Cycle Length: 70 Actuated Cycle Length: 44.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.23 Intersection Signal Delay: 3.8 Intersection LOS: A Intersection Capacity Utilization 45.9% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 164 135 2 0 178 318 0 0 1 225 0 227 Future Volume (vph) 164 135 2 0 178 318 0 0 1 225 0 227 Satd. Flow (prot) 0 3432 0 0 3172 0 0 1617 0 0 1805 1482 Flt Permitted 0.666 0.757 Satd. Flow (perm) 0 2346 0 0 3172 0 0 1617 0 0 1433 1482 Satd. Flow (RTOR) 2 346 817 247 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) 0 327 0 0 539 0 0 1 0 0 245 247 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) 10.5 10.5 12.5 12.5 12.5 Actuated g/C Ratio 0.31 0.31 0.37 0.37 0.37 v/c Ratio 0.44 0.44 0.00 0.46 0.35 Control Delay 11.5 4.7 0.0 11.8 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.5 4.7 0.0 11.8 3.2 LOS B A A B A Approach Delay 11.5 4.7 7.5 Approach LOS B A A Intersection Summary Cycle Length: 75 Actuated Cycle Length: 33.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 7.4 Intersection LOS: A Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 10: Garden Ave N & N 8th St Lanes, Volumes, Timings 11: N 8th St & Houser Way N 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 21 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 5 298 459 8 259 19 Future Volume (vph) 5 298 459 8 259 19 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 0.92 0.92 0.92 0.92 0.92 0.92 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: 56.9 Natural Cycle: 55 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 22 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 5 298 459 8 259 19 Future Volume (veh/h) 5 298 459 8 259 19 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 5 324 505 0 282 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 25 2 1 17 3 7 Cap, veh/h 310 710 845 388 415 Arrive On Green 0.21 0.21 0.24 0.00 0.22 0.00 Sat Flow, veh/h 1457 1585 3591 1648 1856 1522 Grp Volume(v), veh/h 5 324 505 0 282 0 Grp Sat Flow(s),veh/h/ln 1457 1585 1795 1648 1856 1522 Q Serve(g_s), s 0.1 6.5 5.7 0.0 6.4 0.0 Cycle Q Clear(g_c), s 0.1 6.5 5.7 0.0 6.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 710 845 388 415 V/C Ratio(X) 0.02 0.46 0.60 0.00 0.68 Avail Cap(c_a), veh/h 638 1067 2752 1263 1016 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 14.2 8.7 15.5 0.0 16.2 0.0 Incr Delay (d2), s/veh 0.0 0.7 1.0 0.0 2.8 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 3.1 2.1 0.0 2.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.2 9.4 16.5 0.0 19.0 0.0 LnGrp LOS B A B A B Approach Vol, veh/h 329 505 282 Approach Delay, s/veh 9.5 16.5 19.0 Approach LOS A B B Timer - Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 15.2 14.7 15.8 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 8.4 8.5 7.7 Green Ext Time (p_c), s 2.1 1.4 3.0 Intersection Summary HCM 6th Ctrl Delay 15.1 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 19 82 68 4 20 17 1029 104 11 1213 7 Future Volume (vph) 29 19 82 68 4 20 17 1029 104 11 1213 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: 110.8 Natural Cycle: 120 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 29 19 82 68 4 20 17 1029 104 11 1213 7 Future Volume (veh/h) 29 19 82 68 4 20 17 1029 104 11 1213 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 73 4 22 18 1106 112 12 1304 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 44 100 90 157 132 292 1213 984 172 2310 14 Arrive On Green 0.03 0.05 0.00 0.06 0.08 0.08 0.02 0.65 0.65 0.01 0.64 0.64 Sat Flow, veh/h 1471 1900 1598 1499 1900 1600 1711 1870 1517 1810 3592 22 Grp Volume(v), veh/h 31 20 0 73 4 22 18 1106 112 12 640 672 Grp Sat Flow(s),veh/h/ln 1471 1900 1598 1499 1900 1600 1711 1870 1517 1810 1763 1851 Q Serve(g_s), s 1.9 0.9 0.0 4.3 0.2 1.1 0.3 45.4 2.5 0.2 18.2 18.2 Cycle Q Clear(g_c), s 1.9 0.9 0.0 4.3 0.2 1.1 0.3 45.4 2.5 0.2 18.2 18.2 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 44 100 90 157 132 292 1213 984 172 1134 1191 V/C Ratio(X) 0.70 0.20 0.81 0.03 0.17 0.06 0.91 0.11 0.07 0.56 0.56 Avail Cap(c_a), veh/h 330 1320 403 1277 1076 641 1467 1190 1363 1383 1452 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 42.9 40.5 0.0 41.4 37.6 38.1 7.0 13.5 5.9 16.8 8.9 8.9 Incr Delay (d2), s/veh 18.2 1.0 0.0 15.3 0.1 0.6 0.1 7.8 0.1 0.2 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 0.9 0.4 0.0 2.0 0.1 0.5 0.1 17.8 0.7 0.1 5.9 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.1 41.5 0.0 56.7 37.7 38.7 7.1 21.3 6.0 17.0 9.4 9.4 LnGrp LOS E D E D D A C A B A A Approach Vol, veh/h 51 99 1236 1324 Approach Delay, s/veh 53.4 52.0 19.7 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 10.4 9.7 6.8 62.4 7.7 12.4 6.3 62.9 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 24.0 62.0 20.0 70.0 20.0 60.0 60.0 70.0 Max Q Clear Time (g_c+I1), s 6.3 2.9 2.3 20.2 3.9 3.1 2.2 47.4 Green Ext Time (p_c), s 0.1 0.1 0.0 12.1 0.0 0.1 0.0 10.5 Intersection Summary HCM 6th Ctrl Delay 16.5 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 25 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 20 44 4 1 1 6 318 4 3 594 18 Future Volume (vph) 116 20 44 4 1 1 6 318 4 3 594 18 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: 50.3 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 20 44 4 1 1 6 318 4 3 594 18 Future Volume (veh/h) 116 20 44 4 1 1 6 318 4 3 594 18 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 126 22 48 4 1 1 7 346 4 3 646 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 13 0 0 0 0 0 2 0 0 1 29 Cap, veh/h 170 159 141 10 7 7 14 1378 16 6 1344 42 Arrive On Green 0.10 0.10 0.10 0.01 0.01 0.01 0.01 0.38 0.38 0.00 0.38 0.38 Sat Flow, veh/h 1781 1622 1438 1810 869 869 1810 3598 42 1810 3546 110 Grp Volume(v), veh/h 126 22 48 4 0 2 7 171 179 3 326 340 Grp Sat Flow(s),veh/h/ln 1781 1622 1438 1810 0 1738 1810 1777 1863 1810 1791 1865 Q Serve(g_s), s 2.7 0.5 1.2 0.1 0.0 0.0 0.2 2.6 2.6 0.1 5.4 5.4 Cycle Q Clear(g_c), s 2.7 0.5 1.2 0.1 0.0 0.0 0.2 2.6 2.6 0.1 5.4 5.4 Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.02 1.00 0.06 Lane Grp Cap(c), veh/h 170 159 141 10 0 15 14 681 714 6 679 707 V/C Ratio(X) 0.74 0.14 0.34 0.41 0.00 0.14 0.52 0.25 0.25 0.51 0.48 0.48 Avail Cap(c_a), veh/h 909 1241 1100 923 0 2659 923 1812 1900 923 2740 2853 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 17.3 16.2 16.5 19.4 0.0 19.3 19.4 8.3 8.3 19.5 9.2 9.2 Incr Delay (d2), s/veh 2.4 0.1 0.5 18.8 0.0 1.6 27.3 0.3 0.3 22.6 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.2 0.4 0.1 0.0 0.0 0.2 0.8 0.8 0.1 1.7 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.7 16.3 17.0 38.2 0.0 20.9 46.6 8.5 8.5 42.1 10.0 10.0 LnGrp LOS B B B D A C D A A D A A Approach Vol, veh/h 196 6 357 669 Approach Delay, s/veh 18.7 32.4 9.3 10.1 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 8.8 5.3 19.9 8.7 5.3 5.1 20.0 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 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 3.2 2.2 7.4 4.7 2.0 2.1 4.6 Green Ext Time (p_c), s 0.0 0.2 0.0 7.2 0.1 0.0 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Lanes, Volumes, Timings 14: Garden Ave N & N 6th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 27 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 13 1 4 0 1 1 0 36 1 0 25 6 Future Volume (vph) 13 1 4 0 1 1 0 36 1 0 25 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: 18.9 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 13 1 4 0 1 1 0 36 1 0 25 6 Future Volume (veh/h) 13 1 4 0 1 1 0 36 1 0 25 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 14 1 4 0 1 1 0 39 1 0 27 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 621 1 22 0 25 25 16 163 4 634 83 18 Arrive On Green 0.03 0.03 0.03 0.00 0.03 0.03 0.00 0.09 0.09 0.00 0.09 0.09 Sat Flow, veh/h 288 21 769 0 872 872 1810 1801 46 1389 918 204 Grp Volume(v), veh/h 15 0 4 0 0 2 0 0 40 0 0 33 Grp Sat Flow(s),veh/h/ln 309 0 769 0 0 1743 1810 0 1847 1389 0 1122 Q Serve(g_s), s 0.3 0.0 0.1 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 0.1 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.3 Prop In Lane 0.93 1.00 0.00 0.50 1.00 0.03 1.00 0.18 Lane Grp Cap(c), veh/h 622 0 22 0 0 49 16 0 167 634 0 102 V/C Ratio(X) 0.02 0.00 0.18 0.00 0.00 0.04 0.00 0.00 0.24 0.00 0.00 0.32 Avail Cap(c_a), veh/h 1179 0 1355 0 0 3072 2392 0 7325 4180 0 2967 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 5.6 0.0 5.4 0.0 0.0 5.4 0.0 0.0 4.8 0.0 0.0 4.8 Incr Delay (d2), s/veh 0.0 0.0 4.0 0.0 0.0 0.3 0.0 0.0 1.6 0.0 0.0 3.9 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 0.0 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 5.6 0.0 9.4 0.0 0.0 5.7 0.0 0.0 6.4 0.0 0.0 8.7 LnGrp LOS A A A A A A A A A A A A Approach Vol, veh/h 19 2 40 33 Approach Delay, s/veh 6.4 5.7 6.4 8.7 Approach LOS A A A A Timer - Assigned Phs 2 3 4 6 8 Phs Duration (G+Y+Rc), s 5.3 0.0 6.0 5.3 6.0 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 0.4 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Lanes, Volumes, Timings 15: Park Ave N & N 4th St 03/28/2023 800 Garden Ave Synchro 11 Report 2037 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) 0 0 0 60 343 40 44 326 0 0 607 58 Future Volume (vph) 0 0 0 60 343 40 44 326 0 0 607 58 Satd. Flow (prot) 0 0 0 0 6250 0 0 3352 0 0 3526 0 Flt Permitted 0.993 0.817 Satd. Flow (perm) 0 0 0 0 6250 0 0 2755 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 0 481 0 0 402 0 0 723 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 0.25 0.24 0.42 Control Delay 24.9 8.6 16.9 Queue Delay 0.0 0.0 0.0 Total Delay 24.9 8.6 16.9 LOS C A B Approach Delay 24.9 8.6 16.9 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: 0.42 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 61.4% 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 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 931 26 0 0 0 0 286 23 160 565 0 Future Volume (vph) 31 931 26 0 0 0 0 286 23 160 565 0 Satd. Flow (prot) 1612 3527 0 0 0 0 0 3314 0 0 3508 0 Flt Permitted 0.950 0.772 Satd. Flow (perm) 1597 3527 0 0 0 0 0 3314 0 0 2738 0 Satd. Flow (RTOR) 3 10 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) 33 1018 0 0 0 0 0 328 0 0 771 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) 36.3 36.3 53.7 53.7 Actuated g/C Ratio 0.36 0.36 0.54 0.54 v/c Ratio 0.06 0.79 0.18 0.52 Control Delay 19.0 33.2 12.7 31.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 19.0 33.2 12.7 31.4 LOS B C B C Approach Delay 32.7 12.7 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: 0.79 Intersection Signal Delay: 29.2 Intersection LOS: C Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 16: Park Ave N & N 3rd St Lanes, Volumes, Timings 22: Garden Ave N & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 44 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 74 101 297 82 128 372 Future Volume (vph) 74 101 297 82 128 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 125 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Link Speed (mph) 25 25 25 Link Distance (ft) 328 659 370 Travel Time (s) 8.9 18.0 10.1 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 22: Garden Ave N & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 45 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 74 101 297 82 128 372 Future Vol, veh/h 74 101 297 82 128 372 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - 125 - Veh in Median Storage, # 1 - 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 80 110 323 89 139 404 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1050 368 0 0 412 0 Stage 1 368 - - - - - Stage 2 682 - - - - - 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 251 675 - - 1142 - Stage 1 698 - - - - - Stage 2 500 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 220 675 - - 1142 - Mov Cap-2 Maneuver 338 - - - - - Stage 1 698 - - - - - Stage 2 439 - - - - - Approach WB NB SB HCM Control Delay, s 17.6 0 2.2 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 475 1142 - HCM Lane V/C Ratio - - 0.4 0.122 - HCM Control Delay (s) - - 17.6 8.6 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.9 0.4 - Lanes, Volumes, Timings 23: N 8th St & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 46 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 52 309 453 13 11 43 Future Volume (vph) 52 309 453 13 11 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 274 389 205 Travel Time (s) 7.5 10.6 5.6 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 1% 1% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 23: N 8th St & Site Access 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 47 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 52 309 453 13 11 43 Future Vol, veh/h 52 309 453 13 11 43 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 1 1 3 3 3 Mvmt Flow 57 336 492 14 12 47 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 507 0 - 0 782 254 Stage 1 - - - - 500 - Stage 2 - - - - 282 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 1047 - - - 329 742 Stage 1 - - - - 572 - Stage 2 - - - - 738 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1046 - - - 306 741 Mov Cap-2 Maneuver - - - - 306 - Stage 1 - - - - 533 - Stage 2 - - - - 737 - Approach EB WB SB HCM Control Delay, s 1.4 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1046 - - - 575 HCM Lane V/C Ratio 0.054 - - - 0.102 HCM Control Delay (s) 8.6 0.2 - - 12 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.2 - - - 0.3 Lanes, Volumes, Timings 24: N 8th St & Interior Driveway 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 48 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 23 297 449 31 21 17 Future Volume (vph) 23 297 449 31 21 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 389 417 233 Travel Time (s) 10.6 11.4 6.4 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 1% 1% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 24: N 8th St & Interior Driveway 03/28/2023 800 Garden Ave Synchro 11 Report 2037 With Project - PM Peak Hour Page 49 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 297 449 31 21 17 Future Vol, veh/h 23 297 449 31 21 17 Conflicting Peds, #/hr 1 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 1 1 3 3 3 Mvmt Flow 25 323 488 34 23 18 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 523 0 - 0 718 262 Stage 1 - - - - 506 - Stage 2 - - - - 212 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 1033 - - - 362 734 Stage 1 - - - - 568 - Stage 2 - - - - 800 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1032 - - - 350 733 Mov Cap-2 Maneuver - - - - 350 - Stage 1 - - - - 550 - Stage 2 - - - - 799 - Approach EB WB SB HCM Control Delay, s 0.7 0 13.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1032 - - - 457 HCM Lane V/C Ratio 0.024 - - - 0.09 HCM Control Delay (s) 8.6 0.1 - - 13.7 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Appendix D Trip Generation Calculations 800 Garden Ave Trip Generation TENW Project No. 2020-196 Trip Rate Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total PROPOSED USES: Multifamily Housing (Mid-Rise)1,200 DU 221 T = 4.77(X) - 46.46 50%50%2,839 2,839 5,678 Internal Trips 3 -473 -331 -804 Subtotal (less internal) =2,366 2,508 4,874 Shopping Plaza (40-150k) with Supermarket 50,000 GLA 821 94.49 50%50%2,362 2,363 4,725 Internal Trips 3 -331 -473 -804 Passby Trips 4 40%-784 -784 -1,568 Subtotal (less internal and passby) =1,247 1,106 2,353 EXISTING USE: Electronic Superstore 151,840 GFA 863 41.05 50%50%3,117 3,116 6,233 Passby Trips 4 40%-1,247 -1,246 -2,493 Subtotal (less passby) =1,870 1,870 3,740 Gross Proposed Weekday Daily Trips = 5,201 5,202 10,403 Less Total Internal Trips =-804 -804 -1,608 Less Total Passby Trips =-784 -784 -1,568 Less Existing Trips = -1,870 -1,870 -3,740 Net New Weekday Daily Trips = 1,743 1,744 3,487 Notes: 1 GFA is Gross Floor Area, GLA is Gross Leasable Area, DU is Dwelling Unit. 2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes. 3 Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 4 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 PM Peak Hour Pass-By Rates. 800 Garden Ave Weekday Daily Trip Generation Directional Distribution Vehicle Trip Generation 12/7/2022 800 Garden Ave - Trip Gen November 2022 800 Garden Ave Trip Generation TENW Project No. 2020-196 Trip Rate Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total PROPOSED USES: Multifamily Housing (Mid-Rise)1,200 DU 221 T = 0.44(X) - 11.61 23%77%119 397 516 Internal Trips 3 -2 -4 -6 Subtotal (less internal) =117 393 510 Shopping Plaza (40-150k) with Supermarket 50,000 GLA 821 3.53 62%38%110 67 177 Internal Trips 3 -4 -2 -6 Passby Trips 4 40%-42 -26 -68 Subtotal (less internal and passby) =64 39 103 EXISTING USE: Electronic Superstore 151,840 GFA 863 0.34 73%27%38 14 52 Passby Trips 5 0%0 0 0 Subtotal (less passby) =38 14 52 Gross Proposed AM Peak Hour Trips = 229 464 693 Less Total Internal Trips =-6 -6 -12 Less Total Passby Trips =-42 -26 -68 Less Existing Trips = -38 -14 -52 Net New AM Peak Hour Trips = 143 418 561 Notes: 1 GFA is Gross Floor Area, GLA is Gross Leasable Area, DU is Dwelling Unit. 2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes. 3 Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 4 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 PM Peak Hour Pass-By Rates. 5 Passby percent for existing use assumed to be 0% due to operating hours. 800 Garden Ave AM Peak Hour Trip Generation Directional Distribution Vehicle Trip Generation 12/7/2022 800 Garden Ave - Trip Gen November 2022 800 Garden Ave Trip Generation TENW Project No. 2020-196 Trip Rate Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total PROPOSED USES: Multifamily Housing (Mid-Rise)1,200 DU 221 T = 0.39(X) + 0.34 61%39%285 183 468 Internal Trips 3 -68 -24 -92 Subtotal (less internal) =217 159 376 Shopping Plaza (40-150k) with Supermarket 50,000 GLA 821 T = 7.67(X) + 118.86 48%52%241 261 502 Internal Trips 3 -24 -68 -92 Passby Trips4 40%-79 -85 -164 Subtotal (less internal and passby) =138 108 246 EXISTING USE: Electronic Superstore 151,840 GFA 863 4.25 50%50%323 322 645 Passby Trips4 40%-129 -129 -258 Subtotal (less passby) =194 193 387 Gross Proposed PM Peak Hour Trips = 526 444 970 Less Total Internal Trips =-92 -92 -184 Less Total Passby Trips =-79 -85 -164 Less Existing Trips = -194 -193 -387 Net New PM Peak Hour Trips = 161 74 235 Notes: 1 GFA is Gross Floor Area, GLA is Gross Leasable Area, DU is Dwelling Unit. 2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes. 3 Internal trip reductions based on methodology documented in the ITE Trip Generation Handbook, 3rd Edition, 2017. 4 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Pass-By Rates. 800 Garden Ave PM Peak Hour Trip Generation Directional Distribution Vehicle Trip Generation 12/7/2022 800 Garden Ave - Trip Gen November 2022 Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Appendix E Distribution and Assignment for Pipeline Projects Updated Traffic Impact Analysis800 Garden Ave N (Renton, WA) Weekday Peak Hour Project Trip Distribution and Assignment Renton TopGolf FIGURE 6 Jun 26, 2019 - 3:30pm Jonathans M:\18\1.18185.00 - Renton TopGolf\Graphics\DWG\Graphics_18185.dwg Layout: Distribution 2 Accesses 5% Site 5% 10% 25% 10% 35% 5%5% N 8TH STLOGAN AVE NNE 3RD ST N 4TH STPARK AVE NMA P L E V A L L E Y HW Y N 6TH ST GARDEN AVE NCedar R iver AIRPORT WAY Lake Washington NE P A R K D R RAINIER AVE SLEGEND XX%Trip Distribution Weekday PM Peak Hour Project TripsX 5 (1) 5 (1) 21 (1) 35 (10) 4 (0) 9 (0) 4 (0) 9 (1) 4 (0) 4 (0) (7) 25 10 (3) 5 (1) 5 (2) (3) 10 31 (2) 30 (1) (10) 35 65 (18) (2) 40 (1) 16 N 3RD ST Weekday AM Peak Hour Project Trips(X) 800 Garden Ave N (Renton) Pipeline Trip Assignment (AM Peak Hour) 1 1 1 1 1 1 1 1 1 I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd 0000000000000000000 00000 00000 00003 3 251 83 0 0 139 0 0 46 0 0 158 0 0 53 0 0 121 0 0 40 0 0 0 4 3 13 290 83 0 6 156 46 0 7 178 53 0 6 139 40 0 1 1 0 39 26 13 0 0 17 11 0 6 0 0 20 13 0 7 0 0 18 12 0 6 0 0 168093000 0105000 081000 10261680011930013105001281002 2 2 2 2 2 2 2 2 I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr 70168000940001050008100071680 940000 1050000 8100010 3 419 251 0 0 233 0 0 139 0 0 263 0 0 158 0 0 202 0 0 121 0 0 1 11 3 39 484 251 0 17 261 139 0 20 296 158 0 18 233 121 0 1 1 65 26 39 0 0 28 11 0 17 0 0 33 13 0 20 0 0 31 13 0 18 0 0 00000 00000 00000 00260001100013000130003 3 3 3 3 3 3 3 3 Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr 00977121092460010860027460032653160 240000 00000 20800 2106010 10 32 209 419 419 0 4 4 0 257 6 0 233 0 0 0 0 199 20 66 263 0 0 189 12 34 202 0 0 1 11 10 809 -4 10 -3 28 291 233 -2 -2 0 25 318 197 0 25 266 168 0 1 1 209 65 0 -1 1 34 0 0 28 -2 0 0 -2 45 0 0 33 0 0 37 0 0 31 0 0 841-100000 00000 00000 00000 00084000000000000004 4 4 4 4 4 4 4 4 Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive 0000004842236403620043319220 863400 20100 872500 882700 101010 10 19 32 0 0 8 71 257 257 -1 2 3 0 10 59 197 199 0 0 9 51 188 189 0 1 1 0 1 11 10 125 241 19 0 0 470 0 -2 3 -3 20 424 2 0 10 373 1 -1 2 -1 1 1 125 13 209 0 0 71 0 0 34 0 0 0 -2 79 0 0 45 0 0 61 0 0 37 0 0 0 0 84009400 001-10 0010600 008000 00000 0013840069400710600880005 5 5 5 5 5 5 5 5 Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St 001384006940071060088000130 06000 07000 08000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 97 0 0 100 0 0 0 113 0 0 0 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84009400 0010600 008000 001384006940071060088000Pipeline #3 Southport West Pass-By (Phase 1) Pipeline #2Pipeline #1 838 in 129 out 838 in 129 out 15 in 16 out 15 in 16 out Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1)Topgolf 527 in 67 out 0 in 0 out 403 in 62 out 3 in Southport West Net (Phase 2) Southport West Pass-By (Phase 2) 469 in 57 out 8 in 5 out Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 2 out 1 Pipeline Trip Assignment (AM Peak Hour) Pipeline #3 Southport West Pass-By (Phase 1) Pipeline #2Pipeline #1 838 in 129 out 838 in 129 out 15 in 16 out 15 in 16 out Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1)Topgolf 527 in 67 out 0 in 0 out 403 in 62 out 3 in Southport West Net (Phase 2) Southport West Pass-By (Phase 2) 469 in 57 out 8 in 5 out Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 2 out 6 6 6 6 6 6 6 6 6 Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St 00084000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8400084000000000000007 7 7 7 7 7 7 7 7 Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St 1011912500871001079009610010190 08000 010000 09000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 144 0 0 79 0 0 0 89 0 0 0 70 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11125007100 007900 006100 102191250087100107900961008 8 8 8 8 8 8 8 8 Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St 001384006940071060088000130 06000 07000 06200 0 0 0 0 0 0 0 47 47 0 0 0 0 53 53 0 0 0 0 40 40 0 0 1 97 0 0 100 0 0 0 113 0 0 0 88 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 84004700 005300 004000 101384006470075300640009 9 9 9 9 9 9 9 9 Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St 0000000000000000000 00000 00000 00000 0 0 0 0 0 47 0 0 47 0 0 53 0 0 53 0 0 40 0 0 40 0 0 0 0 0 0 47 47 0 0 53 53 0 2 42 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 00000 00000 00000 00000000000000000010 10 10 10 10 10 10 10 10 Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St 00084000000000000000 00000 00000 00000 0 0 84 84 0 0 47 0 0 47 0 0 53 0 0 53 0 0 40 0 0 40 0 0 0 84 0 0 47 47 0 0 53 53 0 2 42 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 00000 00000 00000 0000000000000000001 Pipeline Trip Assignment (AM Peak Hour) Pipeline #3 Southport West Pass-By (Phase 1) Pipeline #2Pipeline #1 838 in 129 out 838 in 129 out 15 in 16 out 15 in 16 out Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1)Topgolf 527 in 67 out 0 in 0 out 403 in 62 out 3 in Southport West Net (Phase 2) Southport West Pass-By (Phase 2) 469 in 57 out 8 in 5 out Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 2 out 11 11 11 11 11 11 11 11 11 Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St 0013000600070005000130 06000 07000 05000 0 84 0 0 0 47 0 0 0 0 0 53 0 0 0 0 0 40 0 0 0 0 0 0 97 0 0 53 0 0 0 60 0 0 0 47 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 84047000 053000 040000 0013840064700753007400012 12 12 12 12 12 12 12 12 Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St 218191250087100107900961002190 08000 010000 09000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 144 0 0 79 0 0 0 89 0 0 0 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18125007100 007900 006100 2181912500871001079009610013 13 13 13 13 13 13 13 13 Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St 101384006470075300640001130 06000 07000 06000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 97 0 0 53 0 0 0 60 0 0 0 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84004700 005300 004000 1013840064700753006400014 14 14 14 14 14 14 14 14 Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St 0000000000000000000 00000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00000000000000000015 15 15 15 15 15 15 15 15 Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St 108413006470075300640001840 06000 07000 060014 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 13 97 0 0 53 0 0 0 60 0 0 0 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 113004700 005300 004000 118413006470075300640001 Pipeline Trip Assignment (AM Peak Hour) Pipeline #3 Southport West Pass-By (Phase 1) Pipeline #2Pipeline #1 838 in 129 out 838 in 129 out 15 in 16 out 15 in 16 out Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1)Topgolf 527 in 67 out 0 in 0 out 403 in 62 out 3 in Southport West Net (Phase 2) Southport West Pass-By (Phase 2) 469 in 57 out 8 in 5 out Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 2 out 16 16 16 16 16 16 16 16 16 Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St 1113840064700753006400001130 06000 07000 06000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 97 0 0 53 0 0 0 60 0 0 0 46 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 184004700 005300 004000 0113840064700753006400022 22 22 22 22 22 22 22 22 Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N 000840000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84000840000000000000023 23 23 23 23 23 23 23 23 Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St Site Access / N 8th St 0000000000000000000 00000 00000 00000 0 84 84 0 0 47 0 0 47 0 0 53 0 0 53 0 0 40 0 0 40 0 0 0 0 84 84 0 0 47 47 0 0 53 53 0 2 42 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 00000 00000 00000 00000000000000000024 24 24 24 24 24 24 24 24 Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St Interior Dwy / N 8th St 0000000000000000000 00000 00000 00000 0 84 84 0 0 47 0 0 47 0 0 53 0 0 53 0 0 40 0 0 40 0 0 0 0 84 84 0 0 47 47 0 0 53 53 0 2 42 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 00000 00000 00000 0000000000000000001 800 Garden Ave N (Renton) Pipeline Trip Assignment (PM Peak Hour) 1 1 1 1 1 1 1 1 1 I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd I-405 N Ramp / NE Sunset Blvd 0000000000000000000 00000 00000 000010 10 37 12 0 0 35 0 0 11 0 0 28 0 0 9 0 0 26 0 0 8 0 0 9 40 10 71 247 12 0 38 148 11 0 46 167 9 0 42 151 8 0 30 21 9 210 139 71 0 0 113 75 0 38 0 0 139 93 0 46 0 0 125 83 0 42 0 0 25024000 019000 018000 21013925007524009319008318002 2 2 2 2 2 2 2 2 I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr I-405 S Ramp / N Southport Dr 2502500023000190001700025250 230000 190000 1700035 10 62 37 0 0 58 0 0 35 0 0 47 0 0 28 0 0 43 0 0 26 0 0 30 65 10 210 411 37 0 113 247 35 0 139 279 28 0 125 253 26 0 30 30 349 139 210 0 0 189 76 0 113 0 0 232 93 0 139 0 0 210 85 0 125 0 0 00000 00000 00000 001390007600093000850003 3 3 3 3 3 3 3 3 Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr Garden Ave N / N Southport Dr 0052210554638007515005327001733492120 60000 2-1-100 1705800 1503800 000035 35 173 31 62 62 1 2 1 0 64 38 0 58 8 2 -1 0 52 3 12 47 0 0 50 19 8 43 2 0 0 0 30 65 35 627 -1 5 -1 189 291 58 4 9 3 174 299 35 0 172 287 35 2 3 1 30 30 31 349 0 -1 0 227 0 0 189 9 3 -2 1 177 0 0 232 0 0 191 0 0 210 3 1 -1 1 121-100000 03-1-20 00000 00000 010-10 00012000000000000004 4 4 4 4 4 4 4 4 Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive Park Ave N / N Southport Drive 0000003201052120274660029666870 563722700 421500 534717400 535418900 305035 35 103 173 0 0 56 17 64 64 0 4 14 8 70 11 35 52 0 0 64 11 39 50 0 1 5 2 30 65 35 19 204 103 0 0 425 0 -4 29 -4 3 360 17 0 2 375 11 -1 10 -3 30 30 19 70 31 0 0 17 0 0 227 0 0 -2 9 14 0 0 177 0 0 13 0 0 191 0 0 0 3 12002400 002-20 002000 001600 001-10 007012003724004720005416005 5 5 5 5 5 5 5 5 Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St Park Ave N / N 10th St 00701200372400472000541600700 037000 047000 054000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 82 0 0 61 0 0 0 67 0 0 0 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12002400 002000 001600 00701200372400472000541600Southport West Net (Phase 2) Southport West Pass-By (Phase 2) Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 85 in 419 out 7 in 8 out95 in 466 out 0 in 0 out117 in 376 out 21 in 22 out Southport West Pass-By (Phase 1) 7 out 6 in 124 in 697 out 6 in Topgolf Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1) 124 in 697 out100 in 86 out Pipeline #1 7 out Pipeline #2 Pipeline #3 1 Pipeline Trip Assignment (PM Peak Hour) Southport West Net (Phase 2) Southport West Pass-By (Phase 2) Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 85 in 419 out 7 in 8 out95 in 466 out 0 in 0 out117 in 376 out 21 in 22 out Southport West Pass-By (Phase 1) 7 out 6 in 124 in 697 out 6 in Topgolf Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1) 124 in 697 out100 in 86 out Pipeline #1 7 out Pipeline #2 Pipeline #3 6 6 6 6 6 6 6 6 6 Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St Garden Ave N / N 10th St 00012000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1200012000000000000007 7 7 7 7 7 7 7 7 Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St Logan Ave N / N 8th St 35301031900561700701400641300351030 056000 070000 064000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 81 122 0 0 73 0 0 0 84 0 0 0 77 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 301619001700 001400 001300 354610319005617007014006413008 8 8 8 8 8 8 8 8 Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St Park Ave N / N 8th St 00701200372400472000541600700 037000 047000 0421200 0 0 0 0 0 0 0 12 12 0 0 0 0 10 10 0 0 0 0 8 8 0 0 16 82 0 0 61 0 0 0 67 0 0 0 70 0 0 16 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 12001200 001000 00800 160701200371200471000428009 9 9 9 9 9 9 9 9 Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St Garden Ave N (west) / N 8th St 0000000000000000000 00000 00000 00000 0 0 0 0 0 12 0 0 12 0 0 10 0 0 10 0 0 8 0 0 8 0 0 0 0 0 0 12 12 0 0 10 10 0 12 20 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 12 0 0 00000 00000 00000 00000000000000000010 10 10 10 10 10 10 10 10 Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St Garden Ave N (east) / N 8th St 00012000000000000000 00000 00000 00000 0 0 12 12 0 0 12 0 0 12 0 0 10 0 0 10 0 0 8 0 0 8 0 0 0 12 0 0 12 12 0 0 10 10 0 12 20 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 12 0 0 00000 00000 00000 0000000000000000001 Pipeline Trip Assignment (PM Peak Hour) Southport West Net (Phase 2) Southport West Pass-By (Phase 2) Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 85 in 419 out 7 in 8 out95 in 466 out 0 in 0 out117 in 376 out 21 in 22 out Southport West Pass-By (Phase 1) 7 out 6 in 124 in 697 out 6 in Topgolf Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1) 124 in 697 out100 in 86 out Pipeline #1 7 out Pipeline #2 Pipeline #3 11 11 11 11 11 11 11 11 11 Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St Houser Way N / N 8th St 0070000380004700030000700 038000 047000 030000 0 12 0 0 0 12 0 0 0 0 0 10 0 0 0 0 0 8 0 0 0 0 0 0 82 0 0 50 0 0 0 57 0 0 0 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 12 0 0 0 0 12012000 010000 08000 007012003812004710004280012 12 12 12 12 12 12 12 12 Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St Logan Ave N / N 6th St 40651031900561700701400641300401030 056000 070000 064000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105 122 0 0 73 0 0 0 84 0 0 0 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6519001700 001400 001300 4065103190056170070140064130013 13 13 13 13 13 13 13 13 Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St Park Ave N / N 6th St 1607012003712004710004280016700 037000 047000 042000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 82 0 0 49 0 0 0 57 0 0 0 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12001200 001000 00800 1607012003712004710004280014 14 14 14 14 14 14 14 14 Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St Garden Ave N / N 6th St 0000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000015 15 15 15 15 15 15 15 15 Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St Park Ave N / N 4th St 1601270003712004710004280016120 037000 047000 0420050 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66 45 82 0 0 49 0 0 0 57 0 0 0 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 570001200 001000 00800 165127000371200471000428001 Pipeline Trip Assignment (PM Peak Hour) Southport West Net (Phase 2) Southport West Pass-By (Phase 2) Southport West Net (Phase 3) Southport West Pass-By (Phase 3) 85 in 419 out 7 in 8 out95 in 466 out 0 in 0 out117 in 376 out 21 in 22 out Southport West Pass-By (Phase 1) 7 out 6 in 124 in 697 out 6 in Topgolf Southport Vacancy Southport Vacancy Pass-By Southport West Net (Phase 1) 124 in 697 out100 in 86 out Pipeline #1 7 out Pipeline #2 Pipeline #3 16 16 16 16 16 16 16 16 16 Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St Park Ave N / N 3rd St 16570120037120047100042800412700 037000 047000 042000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27 48 82 0 0 49 0 0 0 57 0 0 0 50 0 0 27 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 512001200 001000 00800 457012003712004710004280022 22 22 22 22 22 22 22 22 Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N Site Access / Garden Ave N 000120000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12000120000000000000023 23 23 23 23 23 23 23 23 Site Access / N 8th St Site Access / N 8th St Site Access / N 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