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Home My WebLink About2020_08_05_SLO_French_Medical_Traffic_Report_F3536 Concours, Suite 100, Ontario, CA 91764 Office: 909.974.4908 Contact: CDietrich@mbakerintl.com JN 179280 FOCUSED MULTIMODAL TRANSPORTATION ANALYSIS French Hospital Medical Center 1911 Johnson Avenue San Luis Obispo, California Prepared for: City of San Luis Obispo FINAL August 5, 2020 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page i TABLE OF CONTENTS 1 EXECUTIVE SUMMARY .................................................................................................................................... 1 1.1 Project Description ............................................................................................................................................................... 1 1.2 Study Scenarios..................................................................................................................................................................... 1 1.3 RESULTS SUMMARY ............................................................................................................................................................ 1 2 Project Description ......................................................................................................................................... 2 2.1 Project Location .................................................................................................................................................................... 2 2.2 Area Land Uses ..................................................................................................................................................................... 2 2.3 Site Plan ................................................................................................................................................................................. 2 2.4 Proposed Access & Internal Circulation ........................................................................................................................... 3 3 Environmental Setting & Area Plans ............................................................................................................... 4 3.1 Environmental Setting ......................................................................................................................................................... 4 3.1.1 Surrounding Roadway Network ........................................................................................................................................ 4 3.1.2 Pedestrian & Bicycle Facilities ............................................................................................................................................ 5 3.1.3 Transit Service ....................................................................................................................................................................... 6 3.2 Area Plans .............................................................................................................................................................................. 6 4 Operations Analysis Approach ........................................................................................................................ 9 4.1 Analysis Scenarios ................................................................................................................................................................ 9 4.2 Study Facilities ...................................................................................................................................................................... 9 4.3 Assumptions, Methodologies, and Local Thresholds of Significance ....................................................................... 10 4.3.1 Thresholds of Significance ................................................................................................................................................ 10 4.4 City Coordination ............................................................................................................................................................... 12 5 Baseline Analysis (Existing) .......................................................................................................................... 13 5.1 Intersection & Roadway Volumes ................................................................................................................................... 13 5.2 LOS Analysis ........................................................................................................................................................................ 14 5.2.1 Intersection (Auto, Bike, Ped)........................................................................................................................................... 14 5.3 Intersection Queueing ....................................................................................................................................................... 15 6 Project Analysis ........................................................................................................................................... 17 6.1 Project Traffic Generation by Mode ................................................................................................................................ 17 6.1.1 Vehicles ................................................................................................................................................................................ 17 6.1.2 Bicycles ................................................................................................................................................................................. 18 6.1.3 Pedestrians .......................................................................................................................................................................... 19 6.2 Project Trip Distribution & Assignment .......................................................................................................................... 20 6.3 Existing + Project Intersection & Roadway Volumes ................................................................................................... 23 6.4 LOS Analysis ........................................................................................................................................................................ 24 6.4.1 Intersection (Auto, Bike, Ped)........................................................................................................................................... 24 6.5 Intersection Queueing ....................................................................................................................................................... 26 6.6 Impact Analysis ................................................................................................................................................................... 26 7 Operations Analysis Conclusions and Recommendations .............................................................................. 28 LIST OF EXHIBITS Exhibit 2-1: Project Location .................................................................................................................................................................. 2 Exhibit 2-2: Site Plan ............................................................................................................................................................................... 3 Exhibit 3-1: Existing Intersection Lane Configurations ..................................................................................................................... 5 Exhibit 3-2: Area Transit Service Map .................................................................................................................................................. 6 Exhibit 3-3: City of San Luis Obispo Circulation Element Street Classification Diagram ............................................................ 7 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page ii Exhibit 3-4: City of San Luis Obispo Bicycle Transportation Plan ................................................................................................... 8 Exhibit 4-1: Project Study Intersections ............................................................................................................................................... 9 Exhibit 5-1: Existing Year 2020 Peak Hour Traffic Volumes (Vehicles) ........................................................................................ 13 Exhibit 6-1: Project Traffic Distribution and Assignment Percentages ......................................................................................... 21 Exhibit 6-2: Project Traffic Peak Hour Trip Assignment (Vehicles) ................................................................................................ 22 Exhibit 6-3: Existing Year 2020 Plus Project Peak Hour Traffic Volumes (Vehicles) .................................................................. 24 LIST OF TABLES Table 4-1: Study Intersections ............................................................................................................................................................... 9 Table 4-2: HCM Intersection Level of Service & Delay Thresholds ............................................................................................... 10 Table 4-3: Project Thresholds of Significance................................................................................................................................... 11 Table 4-4: General Plan Minimum LOS Standards .......................................................................................................................... 11 Table 4-5: Measures of Effectiveness by Study Intersection .......................................................................................................... 12 Table 5-1: Existing Year 2020 ADTs.................................................................................................................................................... 14 Table 5-2: Existing Year 2020 Peak Hour Intersection LOS and Delay ........................................................................................ 14 Table 5-3: Existing Year 2020 Peak Hour Intersection V/C ............................................................................................................ 15 Table 5-4: Existing Year 2020 Peak Hour Crosswalk Analysis results .......................................................................................... 15 Table 5-5: Existing Year 2020 Peak Hour Intersection Queue Lengths ....................................................................................... 16 Table 6-1: Trip Generation Rates ......................................................................................................................................................... 17 Table 6-2: Site Trip Generation ............................................................................................................................................................ 17 Table 6-3: Peak Hour Project Bicycle Volumes ................................................................................................................................ 18 Table 6-4: Peak Hour Project Pedestrian Volume Calculations .................................................................................................... 19 Table 6-5: Peak Hour Project Pedestrian Volumes .......................................................................................................................... 20 Table 6-6: Project Only ADTs ................................................................................................................................................................ 23 Table 6-7: Existing Year 2020 Plus Project ADTs ............................................................................................................................. 23 Table 6-8: Existing Year 2020 Plus Project Peak Hour Intersection LOS and Delay .................................................................. 25 Table 6-9: Existing Year 2020 Plus Project Peak Hour Intersection V/C ...................................................................................... 25 Table 6-10: Existing Year 2020 Plus Project Peak Hour Crosswalk Analysis results .................................................................. 26 Table 6-11: Existing Year 2020 Plus Project Peak Hour Intersection Queue Lengths ............................................................... 26 Table 6-12: Existing Year 2020 Peak Hour Intersection LOS and Delay – With Mitigation ..................................................... 27 Table 6-13: Existing Year 2020 Peak Hour Intersection Queue Lengths – With Mitigation .................................................... 27 Table 7-1: Mitigation Summary .......................................................................................................................................................... 28 APPENDICES Appendix A: Traffic Count Data Appendix B: Traffic Volume Development Worksheets Appendix C: Existing Condition Analysis Worksheets Appendix D: Existing + Project Analysis Worksheets Appendix E: Existing + Project + Mitigation Analysis Worksheets French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 1 1 EXECUTIVE SUMMARY 1.1 PROJECT DESCRIPTION The existing French Hospital Medical Center currently exists at 1911 Johnson Avenue in the City of San Luis Obispo. The purpose of this study is to document the projected traffic conditions associated with the proposed French Hospital Medical Center expansion including a new 82-bed wing, a chapel, a lab, and a parking structure. 1.2 STUDY SCENARIOS The study scenarios are listed below. The With Project scenario include full Buildout of the project site. Existing Year 2020 Existing Year 2020 With Project 1.3 RESULTS SUMMARY This study analyzes the projected traffic conditions associated with the proposed French Hospital Medical Center expansion. This traffic impact study has been prepared in accordance with the City of San Luis Obispo Multimodal Transportation Impact Study Guidelines (June 2020, 2nd Edition). The scope of this traffic study was coordinated with City staff. The proposed project is projected to generate 1,876 daily trips which includes 155 AM Peak Hour trips and 159 PM Peak Hour trips during a typical weekday. Traffic operations analysis was conducted to determine the existing and projected operations based on the Highway Capacity Manual, 6th Edition (HCM), published by the Transportation Research Board in 2016. Analysis was conducted for the following locations: 1) Johnson Avenue and Lizzie Street/Hospital Driveway – PM Peak Hour – Auto, Bicycle, & Pedestrian 2) Johnson Avenue and Ella Street – PM Peak Hour – Auto, Bicycle, & Pedestrian 3) Johnson Avenue and Sydney Street – AM Peak Hour – Pedestrian Crosswalk Existing Year 2020 With Project Impacts Impact #1 – Under the Existing Year 2020 With Project conditions, a project impact is projected to occur at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway. Existing Year 2020 With Project Mitigation Mitigation #1 – Modify traffic signal at the intersection Johnson Avenue and Lizzie Street/Hospital Driveway to provide eastbound (Hospital Driveway) and westbound (Lizzie Street) split phasing and to increase the cycle length to 115 seconds. A change in cycle length is also anticipated along the Johnson Avenue corridor to maintain coordination. General Plan Consistency The existing configuration of Johnson Avenue is consistent with the City’s General Plan. CEQA VMT Assessment The VMT assessment for the proposed project is contained in a separate document. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 2 2 PROJECT DESCRIPTION 2.1 PROJECT LOCATION The existing French Hospital Medical Center currently exists at 1911 Johnson Avenue in the City of San Luis Obispo. The purpose of this study is to document the projected traffic conditions associated with the proposed French Hospital Medical Center expansion including a new 82-bed wing, a chapel, a lab, and a parking structure. Exhibit 2-1 shows the project location within the region. EXHIBIT 2-1: PROJECT LOCATION 2.2 AREA LAND USES The land uses immediately near the project are generally residential in nature. Additionally, San Luis Obispo High School is located to the north of the site and various medical and community health services are located to the southeast along Johnson Avenue. 2.3 SITE PLAN The project site plan is shown in Exhibit 2-2. The new chapel would be located at the front of the existing building nearest Johnson Avenue while the room expansion wing and parking structure are proposed on the back side of the existing facility. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 3 EXHIBIT 2-2: SITE PLAN 2.4 PROPOSED ACCESS & INTERNAL CIRCULATION Primary access to the site is provided at the signalized intersection of Johnson Avenue and Lizzie Street/Hospital Driveway. Additional vehicular access is also provided at a stop-controlled intersection along Ella Street and at an actuated gated driveway with vehicular access along Breck Street. A driveway exists at the Iris Street cul-de-sac, however it is gated thus restricting daily vehicular access. The Iris Street access point can be used for emergency vehicular access. New site access points are NOT proposed as part of the expansion. Bicycle and pedestrian access to the site is provided at the following locations: Lizzie Street/Hospital Driveway signalized intersection Ella Street stop-controlled intersection Multi-use trail access along Breck Street Stair access along Johnson Avenue Multi-use trail access at Iris Street cul-de-sac The hospital is located at the center of the site with parking and internal circulation provided surrounding the hospital. Some site parking will be relocated from the location of the proposed wing on the southwest side of the building to the proposed parking structure. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 4 3 ENVIRONMENTAL SETTING & AREA PLANS 3.1 ENVIRONMENTAL SETTING 3.1.1 Surrounding Roadway Network The characteristics of the roadway system near the project site are described below: Johnson Avenue is a four-lane roadway with a center two-way left turn lane within the project vicinity in the City of San Luis Obispo. It travels northwest to southeast from Philips Lane to the north to Orcutt Road to the south. It measures approximately 2.5 miles and varies from a two-lane road with one travel lane in each direction to a four-lane road with two travel lanes in each direction. Under the City of San Luis Obispo General Plan Circulation Element, a majority of Johnson Avenue is classified as a Residential Arterial roadway. A segment of Johnson Avenue within the downtown area is classified as an Arterial roadway. The posted speed limit varies from 25 to 35 mph. Lizzie Street is a two-lane undivided roadway within the City of San Luis Obispo. It extends southwest to northeast, from Johnson Avenue to its eastern terminus past Wilding Lane. It measures approximately 0.25 miles with one travel lane in each direction. Under the City of San Luis Obispo General Plan Circulation Element, Lizzie Street is classified as Residential Local roadway. There is no posted speed limit along the road, however, the General Plan suggests a speed limit of 25 mph. Ella Street is a two-lane undivided roadway within the City of San Luis Obispo. It travels southwest to northeast, from Jennifer Street to Fixlini Street. It measures approximately 0.45 miles with one travel lane in each direction. Under the City of San Luis Obispo General Plan Circulation Element, Ella Street is classified as a Residential Local roadway. The posted speed limit is 25 mph throughout. Sydney Street is a two-lane undivided roadway within the City of San Luis Obispo. It extends southwest to northeast, from Helena Street to its eastern terminus past Parkland Terrace. It measures approximately, 0.58 miles with one travel lane in each direction. Under the City of San Luis Obispo General Plan Circulation Element, Sydney Street is classified as a Residential Local roadway. There is no posted speed limit along the road, however, the General Plan suggests a speed limit of 25 mph. Exhibit 3-1 shows the Existing study intersection lane geometry. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 5 EXHIBIT 3-1: EXISTING INTERSECTION LANE CONFIGURATIONS 3.1.2 Pedestrian & Bicycle Facilities Along Johnson Avenue, Class II bicycle lanes and non-buffered sidewalk are provided in both directions of travel. Marked crosswalks are provided on all legs of the signalized intersection of Johnson Avenue and Lizzie Street/Hospital Driveway. Marked crosswalks are provided on 3 of the 4 legs at the intersection of Johnson Avenue and Ella Street, with the missing crosswalk located on the west leg of Ella Street. A single marked yellow school crossing crosswalk exists on Johnson Avenue on the south side of Sydney Street. Flashing beacons (non-actuated) are provided at the crosswalk. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 6 3.1.3 Transit Service Transit service is provided along Johnson Avenue by SLO Transit via Route 1A/1B as shown in Exhibit 3-2. EXHIBIT 3-2: AREA TRANSIT SERVICE MAP Source: https://www.slocity.org/home/showdocument?id=23128 3.2 AREA PLANS The City of San Luis Obispo General Plan Circulation Element (Adopted December 9, 2014 and amended October 24, 2017) lists Johnson Avenue as residential arterial as shown in Exhibit 3-3. Per the General Plan, residential arterials are bordered by residential property where preservation of neighborhood character is as important as providing for traffic flow and where speeds should be controlled. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 7 EXHIBIT 3-3: CITY OF SAN LUIS OBISPO CIRCULATION ELEMENT STREET CLASSIFICATION DIAGRAM Bicycle lanes exist along Johnson Avenue. As shown in the City of San Luis Obispo Bicycle Transportation Plan (November 5, 2013) (Exhibit 3-4), Class II lanes are shown along the corridor. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 8 EXHIBIT 3-4: CITY OF SAN LUIS OBISPO BICYCLE TRANSPORTATION PLAN French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 9 4 OPERATIONS ANALYSIS APPROACH 4.1 ANALYSIS SCENARIOS The study scenarios are listed below. The With Project scenario includes full Buildout of the project site. Existing Year 2020 Existing Year 2020 With Project 4.2 STUDY FACILITIES Three (3) study intersections were evaluated during as listed and shown in Table 4-1 and Exhibit 4-1. The school crosswalk at the intersection of Johnson Avenue and Sydney Street was analyzed during the AM Peak Hour only, which coincides with the school peak. TABLE 4-1: STUDY INTERSECTIONS ID Study Intersection Traffic Control Analysis Period Mode 1 Johnson Avenue and Lizzie Street/Hospital Driveway Signalized PM Peak Hour Vehicle, Bicycle, Pedestrian 2 Johnson Avenue and Ella Street Signalized PM Peak Hour Vehicle, Bicycle, Pedestrian 3 Johnson Avenue and Sydney Street Stop-Controlled AM Peak Hour Pedestrian EXHIBIT 4-1: PROJECT STUDY INTERSECTIONS French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 10 4.3 ASSUMPTIONS, METHODOLOGIES, AND LOCAL THRESHOLDS OF SIGNIFICANCE In accordance with City’s guidelines, the traffic operations analysis conducted to determine the existing and projected capacity was based on the Highway Capacity Manual, 6th Edition (HCM), published by the Transportation Research Board in 2016. Using the HCM methodology, results are typically presented as a Level of Service (LOS). LOS is a qualitative measure that describes traffic operational conditions provided by a transportation facility. It can range from LOS A (free- flow conditions) through LOS F (severely congested conditions). The HCM analysis methodology describes the operation of an intersection using a range of Level of Service from LOS A to LOS F, based on the corresponding average stopped delay experienced per vehicle as shown in Table 4-2. Additional measures of effectiveness include vehicle delay, volume- to-capacity ratio (v/c), and queue length. TABLE 4-2: HCM INTERSECTION LEVEL OF SERVICE & DELAY THRESHOLDS Level of Service Signalized Intersection Average Delay seconds/vehicle) Two-Way Stop-Controlled & All-Way Stop- Controlled (seconds/vehicle) LOS A x < 10 x < 10 LOS B 10 < x < 20 10 < x < 15 LOS C 20 < x < 35 15 < x < 25 LOS D 35 < x < 55 25 < x < 35 LOS E 55 < x < 80 35 < x < 50 LOS F 80 < x 50 < x Note: If the volume-to-capacity ratio (v/c) > 1.0, LOS = F. Source: Highway Capacity Manual, 6th Edition. Level of Service is based on the average stopped delay per vehicle for the overall intersection (all movements) for signalized intersections and all-way stop-controlled intersections. For one-way or two-way stop-controlled intersections, LOS is based on the worst stop-controlled approach. The computer software program called Synchro (version 10) was used to analyze the Lizzie Street/Hospital Driveway and Ella Street study intersections with Johnson Avenue. HCM 6th Edition methodology results were obtained from Synchro output. HCS7 software was utilized to evaluate the pedestrian crosswalk at the intersection of Johnson Avenue and Sydney Street. 4.3.1 Thresholds of Significance The City’s thresholds of significance have been referenced in this evaluation. Table 4-3 summarizes the relevant thresholds of significance for this project while Table 4-4 details the minimum LOS standards. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 11 TABLE 4-3: PROJECT THRESHOLDS OF SIGNIFICANCE Location Type Mode Threshold of Significance Signalized Intersections Vehicles A. Project traffic causes minimum LOS standards to be exceeded or further degrades already exceeded LOS standards and the V/C ratio is increased by .01 or more. B. Project causes or exacerbates 95th percentile turning movement queues exceeding available turn pocket capacity by one car length (25’) or more and presents a contextually significant safety hazard. C. Project proposes roadway geometry changes that cause minimum LOS standards to be exceeded or further degrades already exceeded LOS standards for the overall intersection or individual lane groups. Intersections Bicycles & Pedestrians A. Project traffic causes minimum LOS standards to be exceeded. B. Project proposes modifications to roadway geometry that causes minimum LOS standards to be exceeded or conflicts with engineering best practices for design of safe intersection and driveway crossings. C. Project-related traffic or geometric modifications further degrades already exceeded LOS standards and there is contextual significance to the impact. Contextual significance may be evaluated qualitatively, and can generally be interpreted as a project-related action that results in a negative change to the bicycle/pedestrian environment that is likely to be noticeable to the average user. (i.e. a decrease in the effective buffer width between motor vehicle and bicyclists/pedestrians, addition of traffic adjacent to a bicycle/pedestrian facility that would be noticeable during a typical walk/bike trip, significant increases in crossing delays, etc.) TABLE 4-4: GENERAL PLAN MINIMUM LOS STANDARDS French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 12 Table 4-5 summarizes the analysis locations, analysis time periods, and relevant measures of effectiveness. TABLE 4-5: MEASURES OF EFFECTIVENESS BY STUDY INTERSECTION Intersection Auto LOS Auto V/C Bike LOS Ped LOS Auto Queuing AM PM AM PM AM PM AM PM AM PM Johnson Ave & Lizzie St / Hospital Driveway Johnson Ave & Ella St -- -- -- -- -- Johnson Ave & Sydney St -- -- -- -- -- -- -- -- -- 4.4 CITY COORDINATION Coordination was conducted with City staff regarding the traffic volume development process. Concurrence on the traffic volume was obtained from the City on July 15, 2020. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 13 5 BASELINE ANALYSIS (EXISTING) 5.1 INTERSECTION & ROADWAY VOLUMES Year 2018 intersection turning movement count data and Year 2018 48-hour segment data were utilized to establish the Existing Year 2020 traffic volumes (vehicles, bicycles, and pedestrians). Year 2018 data was grown by a factor of 1.4% linear, per year) to determine the Year 2020 volumes. The 1.4% growth rate was calculated by comparing Year 2016 and Year 2018 historic data in the area. Traffic count data is contained in Appendix A. Exhibit 5-1 shows the Existing Year 2020 Peak Hour vehicular traffic volumes while Appendix B contains the bicycle and pedestrian volumes. Table 5-1 summarizes the average daily traffic (ADT) volumes (vehicular) which were calculated by averaging two days of segment data from Year 2016 and applying the 1.4% per year growth rate and traffic volume development worksheets are contained in Appendix B. EXHIBIT 5-1: EXISTING YEAR 2020 PEAK HOUR TRAFFIC VOLUMES (VEHICLES) French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 14 TABLE 5-1: EXISTING YEAR 2020 ADTS Segment Direction Year 2018 ADT Count Data Background Growth (2 Years) Existing Year 2020 ADT10/23/2018 10/24/2018 Average 1 Johnson Ave between San Luis Dr & Ella St Northbound 9,160 9,246 9,200 259 9,500 Southbound 9,420 9,558 9,500 268 9,800 Total 18,580 18,804 18,700 527 19,300 2 Johnson Ave between Ella St & Bishop St Northbound 8,234 8,311 8,300 234 8,500 Southbound 8,999 9,212 9,100 257 9,400 Total 17,233 17,523 17,400 491 17,900 3 Johnson Ave between Bishop St & Sydney St Northbound 6,964 6994 7,000 197 7,200 Southbound 7,704 7841 7,800 220 8,000 Total 14,668 14,835 14,800 417 15,200 4 Johnson Ave between Sydney St & Laurel Ln Northbound 6,454 6,440 6,400 180 6,600 Southbound 6,893 6,969 6,900 195 7,100 Total 13,347 13,409 13,400 375 13,700 5.2 LOS ANALYSIS 5.2.1 Intersection (Auto, Bike, Ped) Synchro software was utilized to obtain the HCM 6th Edition LOS, delay, and v/c results for the Existing Year 2020 condition. Table 2-2 summarizes Existing PM Peak Hour overall LOS for the study intersections while Table 5-3 summarizes the v/c by movement and the maximum at each intersection. The analysis results at the Johnson Avenue intersections with Lizzie Street/Hospital Driveway and Ella Street show that vehicular operations are currently LOS D or better and bicycle and pedestrian operations are currently LOS C or better. Detailed analysis sheets for the Existing condition are contained in Appendix C. TABLE 5-2: EXISTING YEAR 2020 PEAK HOUR INTERSECTION LOS AND DELAY Intersection-Node Traffic Control] Vehicular Bicycle Pedestrian PM Peak Hour PM Peak Hour PM Peak Hour LOS Delay LOS (1) LOS (1) 1 Johnson Ave & Lizzie St Hospital Driveway [ Signal] C 25.4 B/B/C/C C/C/B/B 2 Johnson Ave & Ella St [Signal] D 35.4 B/B/C/C C/C/B/B 1) Northbound / Southbound / Eastbound / Westbound French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 15 TABLE 5-3: EXISTING YEAR 2020 PEAK HOUR INTERSECTION V/C Intersection-Node Traffic Control] Direction / Movement Vehicular PM Peak Hour V/C 1 Johnson Ave & Lizzie St / Hospital Driveway [ Signal] Eastbound Left-Through 1.37 Right 0.08 Westbound Left-Through 0.54 Right 0.20 Northbound Left 0.12 Through-Right 0.60 Southbound Left 0.23 Through-Right 0.52 Maximum 1.37 2 Johnson Ave & Ella St [Signal] Eastbound Left-Through 1.57 Right 0.25 Westbound Left-Through 0.14 Right 0.01 Northbound Left 0.77 Through-Right 0.45 Southbound Left 0.52 Through Right 0.54 Maximum 1.57 The crosswalk operations were evaluated at the intersection of Johnson Avenue and Sydney Street during the AM Peak Hour. The results of this analysis are summarized in Table 5-4. As shown, currently the crosswalk operates at LOS C. TABLE 5-4: EXISTING YEAR 2020 PEAK HOUR CROSSWALK ANALYSIS RESULTS Intersection-Node [Traffic Control] Pedestrian AM Peak Hour LOS 3 Johnson Ave & Sydney St Crosswalk across Johnson Ave on South Leg [ Stop-Controlled] C 5.3 INTERSECTION QUEUEING The Synchro 95th Percentile queue lengths (in feet) are summarized in Table 5-5 along with the available turn lane pocket lengths. Detailed analysis sheets for the Existing condition are contained in Appendix C. As shown, all queues are currently accommodated within the available turn pocket storage. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 16 TABLE 5-5: EXISTING YEAR 2020 PEAK HOUR INTERSECTION QUEUE LENGTHS Intersection-Node Traffic Control] Direction / Movement Available Storage (feet) Vehicular PM Peak Hour 95th Percentile Queue Length 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] Eastbound Right 90 1 Westbound Right 50 29 Northbound Left 110 20 Southbound Left 90 69 2 Johnson Ave & Ella St [ Signal] Eastbound Right 75 9 Westbound Right 75 0 Northbound Left 100 46 Southbound Left 100 3 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 17 6 PROJECT ANALYSIS 6.1 PROJECT TRAFFIC GENERATION BY MODE 6.1.1 Vehicles The number of Project site trips was estimated using the Institute of Transportation Engineers’ (ITE) Trip Generation Manual (10th Edition). Based on the proposed site plans, improvements include a new patient tower, chapel, laboratory, and parking structure. Table 6-1 shows the ITE trip generation rates used for this analysis. Table 6-2 shows the estimated trips generated by the project. TABLE 6-1: TRIP GENERATION RATES TABLE 6-2: SITE TRIP GENERATION In : Out In : Out In : Out 610 Beds 22.32 / Bed 50% : 50% 1.84 / Bed 72% : 28% 1.89 / Bed 28% : 72% 610 ksf 10.72 / ksf 50% : 50% 0.89 / ksf 68% : 32% 0.97 / ksf 32% : 68% Notes: Source: ITE Trip Generation Manual, 10th Edition Weekday peak hour of adjacent street ksf = Thousand square feet Land Use ITE Code Weekday AM Peak Hour Weekday PM Peak Hour Rate Rate Hospital Variable Hospital Daily Rate Total Inbound Outbound Total Inbound Outbound Total Inbound Outbound 610 82 Beds 1,830 915 915 151 109 42 155 43 112 560 1.0 ksf 0 0 0 0 0 0 0 0 0 610 4.3 ksf 46 23 23 4 3 1 4 1 3 136 spaces 0 0 0 0 0 0 0 0 0 1,876 938 938 155 112 43 159 44 115 Notes: 1)Source: ITE Trip Generation Manual, 10th Edition 2)ksf = Thousand square feet 3)Chapel assumed to generate 0 trips since it is a supporting use of the existing facility. 4)Parking Structure assumed to generate 0 trips since it is not a trip generator. Weekday PM Peak HourTripsLandUse ITE Code Intensity Rate Daily Trips Weekday AM Peak Hour Trips Total Hospital Lab Hospital Chapel Parking Structure French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 18 A total of 1,876 daily trips are expected to be added due to the proposed hospital expansion. The proposed chapel and parking structure are not expected to generate additional trips. The chapel is considered a supporting use of the existing facility and is not the primary generator of trips. Similarly, the parking structure does not generate any additional trips to the site. 6.1.2 Bicycles The Peak Hour Project generated bicycle volumes at each of the study intersections were estimated using a process where the existing bicycles volumes are utilized to forecast the projected project bicycle volumes based on a ratio of anticipated use expansion. Volume forecasts focused on the site analysis intersections and not a complete estimate of all bike traffic entering/exiting at other access points. The volume development process was as follows: 1) Utilized the existing bicycle traffic entering/exiting the hospital site at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway since this is the main intersection that provides access to the site and had the highest bicycle volume under Existing conditions. 2) Calculated a ratio of existing to project as follows: Scenario Number of Beds Ratio of Proposed to Existing Existing 98 N/A Proposed Project 82 = 82 / 98 = 0.84 (Rounded to a 1.0 factor to be conservative) 3) Applied the growth factor of 1.0 to the existing Peak Hour bicycle volumes entering/exiting at the Johnson Avenue and Lizzie Street/Hospital Driveway intersection to estimate the projected project only bicycle volumes, thus bicycle volumes entering/exiting the site double when compared to the Existing condition. 4) Assumed that the project only bicycle volumes at Johnson Avenue and Lizzie Street/Hospital Driveway would continue through along Johnson Avenue and therefore applied the project only bicycle volumes to the through movements at the Johnson Avenue intersections with Ella Street and Sydney Street. 5) No adjustments or reductions were made to the vehicular volumes. Table 6-3 summarizes the Peak Hour Project bicycle volumes. TABLE 6-3: PEAK HOUR PROJECT BICYCLE VOLUMES Intersection Leg/Approach/Direction Year 2018 Count Data Background Growth Existing Year 2020 Project Only AM PM AM PM AM PM AM PM 1 Johnson Ave & Lizzie St / Hospital Driveway Hospital Driveway Eastbound Left 7 1 0 0 7 1 7 1 Through 2 0 0 0 2 0 2 0 Right 0 0 0 0 0 0 0 0 Lizzie St Westbound Through 0 0 0 0 0 0 0 0 Johnson Ave Northbound Left 0 1 0 0 0 1 0 1 2 Johnson Ave & Ella St Johnson Ave Northbound Through 20 5 1 0 21 5 0 1 Johnson Ave Southbound Through 0 3 0 0 0 3 0 0 3 Johnson Ave & Sydney St Johnson Ave Northbound Through 9 2 0 0 9 2 0 1 Johnson Ave Southbound Through 0 7 0 0 0 7 0 0 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 19 6.1.3 Pedestrians The Peak Hour Project generated pedestrian volumes at each of the study intersections were estimated using a process where the existing pedestrian volumes were utilized to forecast the projected project pedestrian volumes based on a ratio of anticipated use expansion. The process was as follows: 1) Utilized the existing pedestrian count data at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway since this is the main intersection that provides access to the site and had the highest pedestrian volume. The pedestrian data was collected by pedestrian movements rather than as entering/exiting site traffic. 2) Calculated the percentage of pedestrian volumes that occurred at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway as compared to the total number of vehicles, bicycles, and pedestrians processed at the intersection during each of the peak hours. 3) Estimated the number of Project generated pedestrians at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway by applying the percentage to the total number of Project vehicles, bicycles, and pedestrians at the intersection. 4) Distributed the Peak Hour Project pedestrian volumes to the appropriate pedestrian movements at each of the study intersections. 5) No adjustments or reductions were made to the vehicular volumes. Table 6-4 summarizes the Peak Hour Project pedestrian calculations while Table 6-5 summaries the distribution of the pedestrian volumes at each of the study intersections. TABLE 6-4: PEAK HOUR PROJECT PEDESTRIAN VOLUME CALCULATIONS Mode Existing Year 2018 Condition at Johnson/Lizzie Intersection Project Only Estimate Volume Pedestrian Percentage Volume AM Peak Hour Vehicles 3,515 -- 139 Pedestrians 20 0.56% 1 Bicycles 37 -- 9 Total 3,572 -- 149 PM Peak Hour Vehicles 1,941 -- 142 Pedestrians 24 1.21% 2 Bicycles 15 -- 2 Total 1,980 -- 146 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 20 TABLE 6-5: PEAK HOUR PROJECT PEDESTRIAN VOLUMES 6.2 PROJECT TRIP DISTRIBUTION & ASSIGNMENT The project trip distribution was based on existing traffic patterns and the regional community access. Based on the available roadway network and the existing traffic count data, the projected trip distribution directs the majority of the project site traffic to the north via Johnson Avenue. The area of the City in which the site is located is separated by the Union Pacific railroad tracks, limiting access to the site. To the north Johnson Avenue provides access to the rest of the community and adequate access to US-101. To the south, only Orcutt Road and Tank Farm Road cross the railroad tracks providing access to the rest of the community. The forecast trip percent distribution for the proposed project is as follows: Johnson Avenue to the North = 70% Lizzie Street to the East = 1% Ella Street to the West = 1% Johnson Avenue to the South = 28% The trip assignment focuses on the primary routes likely to be utilized when accessing the facility (Johnson Avenue, Lizzie Street, and Ella Street). There is an additional access point to the site along Breck Street, however it is controlled by an automatic gate arm. Trips were not assigned to the Breck Street access point in an effort to be conservative. Additionally, the Iris Street cul-de-sac is closed to vehicular traffic, however, is still accessible to bicyclists and pedestrians. For the purposes of this study, the projected hospital expansion vehicular trips were assigned to the site access points at Lizzie Street and Ella Street. Exhibit 6-1 shows the forecast trip percent distribution of the proposed project within the study area, including trip assignment percentages at each intersection. Exhibit 6-2 shows the corresponding forecast assignment of AM and PM Peak Hour project generated trips. Table 6-6 shows the Project Only ADTs. French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 21 EXHIBIT 6-1: PROJECT TRAFFIC DISTRIBUTION AND ASSIGNMENT PERCENTAGES French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 22 EXHIBIT 6-2: PROJECT TRAFFIC PEAK HOUR TRIP ASSIGNMENT (VEHICLES) French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 23 TABLE 6-6: PROJECT ONLY ADTS Segment Direction Project Only ADTs 1 Johnson Ave between San Luis Dr & Ella St Northbound 657 Southbound 657 Total 1,314 2 Johnson Ave between Ella St & Bishop St Northbound 263 Southbound 263 Total 526 3 Johnson Ave between Bishop St & Sydney St Northbound 263 Southbound 263 Total 526 4 Johnson Ave between Sydney St & Laurel Ln Northbound 263 Southbound 263 Total 526 6.3 EXISTING + PROJECT INTERSECTION & ROADWAY VOLUMES The Existing Year 2020 traffic volumes and the Project Only traffic volumes were combined to estimate the Existing Year 2020 Plus Project traffic volumes. ADTs are summarized in Table 6-7. Exhibit 6-3 shows the vehicular volumes while the tables in Appendix B summarize the bicycle and pedestrian volumes for this condition. TABLE 6-7: EXISTING YEAR 2020 PLUS PROJECT ADTS Segment Direction Existing Year 2020 Project Only Existing Year 2020 Plus Project 1 Johnson Ave between San Luis Dr & Ella St Northbound 9,500 657 10,200 Southbound 9,800 657 10,500 Total 19,300 1,314 20,700 2 Johnson Ave between Ella St & Bishop St Northbound 8,500 263 8,800 Southbound 9,400 263 9,700 Total 17,900 526 18,500 3 Johnson Ave between Bishop St & Sydney St Northbound 7,200 263 7,500 Southbound 8,000 263 8,300 Total 15,200 526 15,800 4 Johnson Ave between Sydney St & Laurel Ln Northbound 6,600 263 6,900 Southbound 7,100 263 7,400 Total 13,700 526 14,300 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 24 EXHIBIT 6-3: EXISTING YEAR 2020 PLUS PROJECT PEAK HOUR TRAFFIC VOLUMES (VEHICLES) 6.4 LOS ANALYSIS 6.4.1 Intersection (Auto, Bike, Ped) Synchro software was utilized to obtain the HCM 6th Edition LOS, delay, and v/c results for the Existing Year 2020 Plus Project condition. Table 6-8 summarizes Existing PM Peak Hour overall LOS for the study intersections while Table 6-9 summarizes the v/c by movement and the maximum at each intersection. The analysis results show that the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway is projected to degrade to LOS E during the PM Peak Hour under French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 25 the Existing Plus Project condition, thus resulting in a project impact. The intersection of Johnson Avenue and Ella Street is projected to continue to meet the minimum LOS under With Project condition. Detailed analysis sheets for the Existing Plus Project condition are contained in Appendix D. TABLE 6-8: EXISTING YEAR 2020 PLUS PROJECT PEAK HOUR INTERSECTION LOS AND DELAY Intersection-Node Traffic Control] Existing Existing + Project Impact? Vehicular Bicycle Pedestrian Vehicular Bicycle Pedestrian PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour LOS Delay LOS (1) LOS (1) LOS Delay LOS (1) LOS (1) 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] C 25.4 B/B/C/C C/C/B/B E 63.6 B/B/C/C C/C/B/B Yes 2 Johnson Ave & Ella St [ Signal] D 35.4 B/B/C/C C/C/B/B D 47.9 B/B/C/C C/C/B/B No 1) Northbound / Southbound / Eastbound / Westbound TABLE 6-9: EXISTING YEAR 2020 PLUS PROJECT PEAK HOUR INTERSECTION V/C Intersection-Node Traffic Control] Direction / Movement Existing Existing + Project Impact? Vehicular Vehicular PM Peak Hour PM Peak Hour V/C V/C 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] Eastbound Left-Through 1.37 2.39 N/A – LOS does not exceed minimum LOS under Existing Conditions Right 0.08 0.15 Westbound Left-Through 0.54 0.56 Right 0.20 0.20 Northbound Left 0.12 0.14 Through-Right 0.60 0.62 Southbound Left 0.23 0.23 Through-Right 0.52 0.58 Maximum 1.37 2.39 2 Johnson Ave & Ella St Signal] Eastbound Left-Through 1.57 1.91 N/A – LOS does not exceed minimum LOS under Existing Conditions Right 0.25 0.29 Westbound Left-Through 0.14 0.14 Right 0.01 0.01 Northbound Left 0.77 0.80 Through-Right 0.45 0.46 Southbound Left 0.52 0.52 Through Right 0.54 0.56 Maximum 1.57 1.91 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 26 The crosswalk operations were evaluated at the intersection of Johnson Avenue and Sydney Street during the AM Peak Hour. The results of this analysis are summarized in Table 5-4. As shown, the crosswalk is projected to continue to operate at LOS C under the Existing Plus Project condition, and thus no project impact is projected. TABLE 6-10: EXISTING YEAR 2020 PLUS PROJECT PEAK HOUR CROSSWALK ANALYSIS RESULTS Intersection-Node Traffic Control] Existing Existing + Project Impact? Pedestrian Pedestrian AM Peak Hour AM Peak Hour LOS LOS 3 Johnson Ave & Sydney St Crosswalk across Johnson Ave on East Leg Stop- Controlled] C C No 6.5 INTERSECTION QUEUEING The Synchro 95th Percentile queue lengths (in feet) are summarized in Table 6-11 along with the available turn lane pocket lengths. Detailed analysis sheets for the Existing Plus Project condition are contained in Appendix D. TABLE 6-11: EXISTING YEAR 2020 PLUS PROJECT PEAK HOUR INTERSECTION QUEUE LENGTHS Intersection-Node Traffic Control] Direction / Movement Available Storage feet) Existing Existing + Project Estimated Change feet) Impact? Vehicular Vehicular PM Peak Hour PM Peak Hour 95th Percentile Queue Length 95th Percentile Queue Length 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] Eastbound Right 90 1 20 +19 No Westbound Right 50 29 29 0 No Northbound Left 110 20 32 +12 No Southbound Left 90 69 69 0 No 2 Johnson Ave & Ella St [ Signal] Eastbound Right 75 9 15 +6 No Westbound Right 75 0 0 0 No Northbound Left 100 46 50 +4 No Southbound Left 100 3 3 0 No 6.6 IMPACT ANALYSIS The analysis results show the following impacts: Impact #1 – Johnson Avenue and Lizzie Street/Hospital Driveway during the Existing Plus Project PM Peak Hour The following mitigation was developed to address the projected project impact: Mitigation #1 – Modify traffic signal at the intersection Johnson Avenue and Lizzie Street/Hospital Driveway to provide eastbound (hospital driveway) and westbound (Lizzie Street) split phasing and to increase the cycle French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 27 length to 115 seconds. A change in cycle length is also anticipated along the Johnson Avenue corridor, including at the Ella Street intersection, to maintain coordination. The With Mitigation analysis results are summarized in Table 6-12. The Synchro 95th Percentile queue lengths (in feet) are summarized in Table 6-13 along with the available turn lane pocket lengths. Detailed analysis sheets for the Existing Plus Project Plus Mitigation condition are contained in Appendix E. TABLE 6-12: EXISTING YEAR 2020 PEAK HOUR INTERSECTION LOS AND DELAY – WITH MITIGATION Intersection-Node Traffic Control] Existing Existing + Project Existing + Project + Mitigation Vehicular Bicycle Pedestrian Vehicular Bicycle Pedestrian Vehicular Bicycle Pedestrian PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour PM Peak Hour LOS Delay LOS (1) LOS (1) LOS Delay LOS (1) LOS (1) LOS Delay LOS (1) LOS (1) 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] C 25.4 B/B/C/C C/C/B/B E 63.6 B/B/C/C C/C/B/B D 45.4 B/B/C/C C/C/B/B 2 Johnson Ave & Ella St [ Signal] D 35.4 B/B/C/C C/C/B/B D 47.9 B/B/C/C C/C/B/B D 54.7 B/B/C/C C/C/B/B 1) Northbound / Southbound / Eastbound / Westbound TABLE 6-13: EXISTING YEAR 2020 PEAK HOUR INTERSECTION QUEUE LENGTHS – WITH MITIGATION Intersection-Node Traffic Control] Direction / Movement Available Storage feet) Existing Existing + Project Existing + Project + Mitigation Vehicular Vehicular Vehicular PM Peak Hour PM Peak Hour PM Peak Hour 95th Percentile Queue Length 95th Percentile Queue Length 95th Percentile Queue Length 1 Johnson Ave & Lizzie St / Hospital Driveway Signal] Eastbound Right 90 1 20 0 Westbound Right 50 29 29 11 Northbound Left 110 20 32 32 Southbound Left 90 69 69 79 2 Johnson Ave & Ella St Signal] Eastbound Right 75 9 15 15 Westbound Right 75 0 0 0 Northbound Left 100 46 50 56 Southbound Left 100 3 3 4 French Hospital Medical Center Expansion _____________________________________________ Focused Multimodal Transportation Analysis Page 28 7 OPERATIONS ANALYSIS CONCLUSIONS AND RECOMMENDATIONS Analysis was conducted for the Existing Year 2020 and Existing Year 2020 Plus Project conditions at the following locations: 1) Johnson Avenue and Lizzie Street/Hospital Driveway – PM Peak Hour – Auto, Bicycle, & Pedestrian 2) Johnson Avenue and Ella Street – PM Peak Hour – Auto, Bicycle, & Pedestrian 3) Johnson Avenue and Sydney Street – AM Peak Hour – Pedestrian Crosswalk Existing Year 2020 With Project Impacts Impact #1 – Under the Existing Year 2020 With Project conditions, a project impact is projected to occur at the intersection of Johnson Avenue and Lizzie Street/Hospital Driveway. Existing Year 2020 With Project Mitigation Mitigation #1 – Modify traffic signal at the intersection Johnson Avenue and Lizzie Street/Hospital Driveway to provide eastbound (hospital driveway) and westbound (Lizzie Street) split phasing and to increase the cycle length to 115 seconds. A change in cycle length is also anticipated along the Johnson Avenue corridor to maintain coordination. TABLE 7-1: MITIGATION SUMMARY Intersection Mode Peak Hour Without Project With Project Recommended Mitigation With Mitigation LOS / Delay LOS / Delay LOS / Delay Existing With Project Conditions 1 Johnson Ave & Lizzie St / Hospital Driveway Vehicular PM C / 25.4 E / 63.6 Modify traffic signal at the intersection Johnson Avenue and Lizzie Street/Hospital Driveway to provide eastbound (hospital driveway) and westbound (Lizzie Street) split phasing and to increase the cycle length to 115 seconds. A change in cycle length is also anticipated along the Johnson Avenue corridor to maintain coordination. D / 45.4 General Plan Consistency The existing configuration of Johnson Avenue is consistent with the City’s General Plan. CEQA VMT Assessment The VMT assessment for the proposed project is contained in a separate document. Appendix A: Traffic Count Data This page intentionally left blank LN 0 2 1 AM 115 (0)670 116 (0) MD 63 (0)615 50 (0) PM 34 (0)850 52 (0) TOTAL 212 (0)2135 218 (0) LN AM MD PM TOTAL TOTAL PM MD AM LN 0.5 20 (0)66 (0)86 (0)172 (0)232 (0)64 (0)71 (0)97 (0)1 0.5 3 2 1 6 4 0 2 2 1 1 7 (0)27 (0)29 (0)63 (0)105 (0)18 (0)18 (0)56 (0)0 TOTAL 50 (0)2327 139 (0) PM 12 (0)754 28 (0) MD 17 (0)643 14 (0) AM 21 (0)930 97 (0) LN 1 2 0 TO TOTOWESTBOUNDLANESEASTBOUNDLANESNORTHBOUND LANES 5:15PMPMCOUNT3:15 PM 1:30 PM AM COUNT 7:00 AM 9:00 AM MD COUNT 11:30 AM Lizzie St VICINITY:730 AM SLO PM PEAK:415 PM Johnson AveJohnson AveLizzie St PEAK HOUR ITM SUMMARY 068B Johnson Ave & Lizzie St LOCATION#:068B QTD PROJ#: 2018229 AM PEAK:Lizzie St Johnson Ave DATE:Tuesday, October 23, 2018 MD PEAK:1145 AM EAST / WEST: SIGNALIZED NORTH / SOUTH:SOUTHBOUND LANES QUALITY TRAFFIC DATA, LLC NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0 1 1 0 7:00 AM 3 94 7 0 4 73 12 0 6 0 1 0 0 0 6 0 206 7:15 AM 1 151 9 0 17 86 12 0 7 0 0 0 0 0 6 0 289 7:30 AM 3 250 28 0 36 121 18 0 5 1 0 0 12 0 24 0 498 7:45 AM 6 266 61 0 56 206 37 0 5 1 3 0 32 0 43 0 716 8:00 AM 9 194 4 0 12 172 29 0 4 0 2 0 12 2 20 0 460 8:15 AM 3 220 4 0 12 171 31 0 6 1 2 0 0 0 10 0 460 8:30 AM 7 213 3 0 9 165 24 0 2 0 3 0 7 0 11 0 444 8:45 AM 9 208 6 0 21 135 32 0 8 0 3 0 8 0 12 0 442 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 41 1596 122 0 167 1129 195 0 43 3 14 0 71 2 132 0 3515 21 930 97 0 116 670 115 0 20 3 7 0 56 2 97 0 2134 0.745 1) Peak Hour Volume (Peak Hour Begins At 730 AM) 2) Peak Hour Factor (directional aggregate) P.H.V: P.H.F: 0.787 0.753 0.833 0.517 VOLUME STATS: TOTAL: DIRECTION: TOTALSLANES: VEHICLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - AM PEAK 2018229LOCATION#:068B Tuesday, October 23, 2018 SLO QTD PROJ#: DATE: VICINITY:EAST / WEST:Lizzie St NORTH / SOUTH:Johnson Ave QUALITY TRAFFIC DATA, LLC Page A-2 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0 1 1 0 11:30 AM 5 129 2 0 13 133 14 0 17 1 8 0 3 0 10 0 335 11:45 AM 3 184 6 0 16 149 10 0 16 2 4 0 13 0 17 0 420 12:00 PM 4 160 3 0 15 163 19 0 20 0 9 0 4 1 20 0 418 12:15 PM 6 148 4 0 11 147 20 0 16 0 8 0 1 0 16 0 377 12:30 PM 4 151 1 0 8 156 14 0 14 0 6 0 0 1 18 0 373 12:45 PM 7 133 1 0 6 145 13 0 14 0 4 0 3 0 13 0 339 1:00 PM 4 128 5 0 11 115 17 0 12 1 9 0 3 1 11 0 317 1:15 PM 1 146 3 0 12 148 15 0 9 0 3 0 0 0 8 0 345 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 34 1179 25 0 92 1156 122 0 118 4 51 0 27 3 113 0 2924 17 643 14 0 50 615 63 0 66 2 27 0 18 2 71 0 1588 0.945 1) Peak Hour Volume (Peak Hour Begins At 1145 AM) 2) Peak Hour Factor (directional aggregate) VEHICLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - MD PEAK LOCATION#:068B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Lizzie St SLOVICINITY: DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: 0.758 P.H.V: P.H.F: 0.873 0.924 0.819 QUALITY TRAFFIC DATA, LLC Page A-3 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0 1 1 0 3:15 PM 6 151 14 0 28 254 19 0 19 0 4 0 39 1 41 0 576 3:30 PM 6 183 6 0 11 185 11 0 14 0 6 0 6 0 9 0 437 3:45 PM 6 168 4 0 24 181 18 0 18 0 2 0 6 0 12 0 439 4:00 PM 2 153 6 0 25 198 10 0 25 0 4 0 11 0 30 0 464 4:15 PM 2 172 6 0 14 200 15 0 18 0 10 0 6 0 15 0 458 4:30 PM 3 162 8 0 17 202 7 0 18 0 9 0 11 0 13 0 450 4:45 PM 4 184 7 0 6 208 7 0 20 1 7 0 6 0 15 0 465 5:00 PM 3 236 7 0 15 240 5 0 30 0 3 0 8 0 21 0 568 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 32 1409 58 0 140 1668 92 0 162 1 45 0 93 1 156 0 3857 12 754 28 0 52 850 34 0 86 1 29 0 31 0 64 0 1941 0.854 1) Peak Hour Volume (Peak Hour Begins At 415 PM) 2) Peak Hour Factor (directional aggregate) VEHICLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - PM PEAK LOCATION#:068B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Lizzie St SLOVICINITY: DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: 0.819 P.H.V: P.H.F: 0.807 0.900 0.879 QUALITY TRAFFIC DATA, LLC Page A-4 1 2 3 4 5 6 7 8 9 10 11 12 7:00 AM 0 1 1 1 1 4 0 1 0 0 2 0 11 7:15 AM 0 2 0 0 0 0 0 0 0 0 2 0 4 7:30 AM 0 2 0 0 0 4 0 0 1 0 1 0 8 7:45 AM 0 3 0 0 0 3 0 0 0 0 0 1 7 8:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 8:15 AM 1 0 0 0 0 0 0 1 0 0 0 1 3 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 2 2 8:45 AM 0 2 0 0 1 1 0 0 0 2 3 1 10 1 2 3 4 5 6 7 8 9 10 11 12 1 10 1 1 2 12 0 4 1 2 8 5 47 PEDESTRIAN TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - AM PEAK LOCATION#:068B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Lizzie St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-5 1 2 3 4 5 6 7 8 9 10 11 12 11:30 AM 0 0 0 2 0 1 0 0 0 0 0 1 4 11:45 AM 0 0 0 0 0 1 0 0 1 0 0 2 4 12:00 PM 0 0 1 0 0 1 0 0 1 0 0 2 5 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 3 12:30 PM 0 0 0 0 1 1 0 0 0 1 0 2 5 12:45 PM 0 0 0 0 0 0 1 0 2 0 2 1 6 1:00 PM 0 0 0 0 2 0 0 0 0 0 1 0 3 1:15 PM 0 1 0 0 0 1 2 0 0 1 0 2 7 1 2 3 4 5 6 7 8 9 10 11 12 0 1 1 2 3 5 3 0 4 2 3 13 37 PEDESTRIAN TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - MD PEAK LOCATION#:068B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Lizzie St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-6 1 2 3 4 5 6 7 8 9 10 11 12 3:15 PM 0 0 10 4 4 2 2 0 1 0 0 2 25 3:30 PM 0 0 0 1 0 3 0 0 0 0 2 3 9 3:45 PM 0 0 1 0 0 0 0 0 0 0 0 1 2 4:00 PM 0 0 1 1 0 0 0 0 0 0 1 0 3 4:15 PM 0 1 2 2 0 0 0 0 0 0 1 0 6 4:30 PM 0 0 2 2 0 0 0 0 0 0 1 0 5 4:45 PM 0 0 0 0 1 4 0 0 1 0 1 0 7 5:00 PM 1 2 1 0 0 0 0 1 0 0 0 1 6 1 2 3 4 5 6 7 8 9 10 11 12 1 3 17 10 5 9 2 1 2 0 6 7 63 PEDESTRIAN TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - PM PEAK LOCATION#:068B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Lizzie St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-7 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0 1 1 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 7:15 AM 0 2 0 0 0 0 1 1 0 0 0 0 4 7:30 AM 0 5 0 0 0 0 2 0 0 0 0 0 7 7:45 AM 0 7 0 0 0 0 5 2 0 0 0 2 16 8:00 AM 0 7 0 0 1 0 0 0 0 0 0 1 9 8:15 AM 0 4 0 0 0 0 0 0 0 0 0 1 5 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 8:45 AM 0 1 0 0 1 0 0 0 0 0 0 1 3 NL NT NR SL ST SR EL ET ER WL WT WR 0 26 0 0 2 0 8 3 0 0 0 7 46 0 23 0 0 1 0 7 2 0 0 0 4 37 0.578 1) Peak Hour Volume (Peak Hour Begins At 730 AM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - AM PEAK LOCATION#:068B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Lizzie St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.500 P.H.V: P.H.F: 0.821 0.250 0.321 QUALITY TRAFFIC DATA, LLC Page A-8 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0 1 1 11:30 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 11:45 AM 0 6 0 0 2 0 1 0 0 0 0 1 10 12:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 3 1 0 1 0 0 0 1 0 0 0 6 12:45 PM 0 2 0 0 2 0 0 0 0 0 0 1 5 1:00 PM 0 4 0 1 0 0 0 0 0 0 0 1 6 1:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 NL NT NR SL ST SR EL ET ER WL WT WR 0 18 1 1 9 0 1 0 1 0 0 3 34 0 10 1 1 4 0 0 0 1 0 0 2 19 0.792 1) Peak Hour Volume (Peak Hour Begins At 1230 PM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - MD PEAK LOCATION#:068B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Lizzie St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.500 P.H.V: P.H.F: 0.688 0.625 0.250 QUALITY TRAFFIC DATA, LLC Page A-9 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0 1 1 3:15 PM 0 0 0 0 1 0 0 0 0 0 0 1 2 3:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 3 3:45 PM 0 0 0 0 5 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 4:15 PM 0 0 0 0 1 0 1 0 0 0 0 0 2 4:30 PM 1 2 0 0 3 0 0 0 0 0 0 1 7 4:45 PM 0 3 0 0 1 0 0 0 0 0 0 1 5 5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR 1 6 0 0 15 0 1 0 0 0 0 4 27 1 5 0 0 7 0 1 0 0 0 0 2 16 0.571 1) Peak Hour Volume (Peak Hour Begins At 400 PM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 068B Johnson Ave & Lizzie St - PM PEAK LOCATION#:068B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Lizzie St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.500 P.H.V: P.H.F: 0.500 0.583 0.250 QUALITY TRAFFIC DATA, LLC Page A-10 LN 0 2 1 AM 49 (0)688 2 (0) MD 77 (7)577 0 (0) PM 85 (2)807 2 (0) TOTAL 211 (9)2072 4 (0) LN AM MD PM TOTAL TOTAL PM MD AM LN 0.5 72 (0)75 (0)71 (0)218 (0)1 (11)0 (2)1 (3)0 (6)1 0.5 0 0 3 3 2 2 0 0 0.5 1 8 (32)27 (20)22 (55)57 (107)12 (0)3 (0)3 (0)6 (0)0.5 TOTAL 97 (0)2270 4 (3) PM 26 (0)712 0 (0) MD 32 (0)582 2 (2) AM 39 (0)976 2 (1) LN 1 2 0 TO TOTOWESTBOUNDLANESEASTBOUNDLANESNORTHBOUND LANES 5:15PMPMCOUNT3:15 PM 1:30 PM AM COUNT 7:00 AM 9:00 AM MD COUNT 11:30 AM Ella St VICINITY:730 AM SLO PM PEAK:415 PM Johnson AveJohnson AveElla St PEAK HOUR ITM SUMMARY 069B Johnson Ave & Ella St LOCATION#:069B QTD PROJ#: 2018229 AM PEAK:Ella St Johnson Ave DATE:Tuesday, October 23, 2018 MD PEAK:1145 AM EAST / WEST: SIGNALIZED NORTH / SOUTH:SOUTHBOUND LANES QUALITY TRAFFIC DATA, LLC NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0.5 0.5 1 0 7:00 AM 6 89 0 0 0 65 6 2 18 0 2 1 0 0 0 0 189 7:15 AM 5 140 0 0 1 83 6 0 14 0 5 1 2 0 0 3 260 7:30 AM 10 285 0 0 0 116 10 0 14 0 7 4 2 0 0 2 450 7:45 AM 17 302 0 0 2 224 11 0 20 0 1 9 2 0 0 2 590 8:00 AM 9 184 1 0 0 189 16 0 20 0 0 8 1 0 0 1 429 8:15 AM 3 205 1 1 0 159 12 0 18 0 0 11 1 0 0 1 412 8:30 AM 12 208 0 0 0 160 15 1 15 0 0 9 0 0 0 0 420 8:45 AM 15 197 0 0 0 142 8 0 18 0 0 7 0 0 1 1 389 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 77 1610 2 1 3 1138 84 3 137 0 15 50 8 0 1 10 3139 39 976 2 1 2 688 49 0 72 0 8 32 6 0 0 6 1881 0.797 1) Peak Hour Volume (Peak Hour Begins At 730 AM) 2) Peak Hour Factor (directional aggregate) P.H.V: P.H.F: 0.798 0.780 0.933 0.750 VOLUME STATS: TOTAL: DIRECTION: TOTALSLANES: VEHICLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - AM PEAK 2018229LOCATION#:069B Tuesday, October 23, 2018 SLO QTD PROJ#: DATE: VICINITY:EAST / WEST:Ella St NORTH / SOUTH:Johnson Ave QUALITY TRAFFIC DATA, LLC Page A-12 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0.5 0.5 1 0 11:30 AM 9 111 0 0 0 124 14 2 19 0 10 8 2 0 1 0 300 11:45 AM 9 167 2 1 0 138 20 3 21 0 5 6 1 0 0 1 374 12:00 PM 6 148 0 1 0 163 23 1 20 0 13 4 1 0 1 1 382 12:15 PM 8 132 0 0 0 138 20 1 16 0 3 6 1 0 0 1 326 12:30 PM 9 135 0 0 0 138 14 2 18 0 6 4 0 0 0 0 326 12:45 PM 7 125 1 0 0 128 16 2 11 0 5 7 0 0 0 0 302 1:00 PM 3 115 0 0 0 119 9 0 21 0 3 6 0 0 1 0 277 1:15 PM 9 125 1 0 0 133 22 1 21 0 11 4 0 1 0 0 328 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 60 1058 4 2 0 1081 138 12 147 0 56 45 5 1 3 3 2615 32 582 2 2 0 577 77 7 75 0 27 20 3 0 1 3 1408 0.921 1) Peak Hour Volume (Peak Hour Begins At 1145 AM) 2) Peak Hour Factor (directional aggregate) VEHICLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - MD PEAK LOCATION#:069B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Ella St SLOVICINITY: DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: 0.583 P.H.V: P.H.F: 0.863 0.884 0.824 QUALITY TRAFFIC DATA, LLC Page A-13 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0.5 0.5 1 0 0.5 0.5 1 0 3:15 PM 6 150 0 0 0 277 16 1 18 0 5 10 11 0 0 0 494 3:30 PM 7 175 0 0 0 176 11 1 17 0 5 12 1 1 0 0 406 3:45 PM 5 164 0 0 0 169 19 0 19 0 6 6 0 0 0 0 388 4:00 PM 9 136 0 0 1 185 13 0 20 0 4 11 1 0 1 0 381 4:15 PM 6 158 0 0 1 197 25 0 15 0 3 8 0 1 0 0 414 4:30 PM 5 162 0 0 1 194 20 1 12 0 5 18 1 0 0 0 419 4:45 PM 8 177 0 0 0 190 20 1 21 0 4 9 1 0 0 0 431 5:00 PM 7 215 0 0 0 226 20 0 23 3 10 20 1 1 0 2 528 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 53 1337 0 0 3 1614 144 4 145 3 42 94 16 3 1 2 3461 26 712 0 0 2 807 85 2 71 3 22 55 3 2 0 2 1792 0.848 1) Peak Hour Volume (Peak Hour Begins At 415 PM) 2) Peak Hour Factor (directional aggregate) VEHICLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - PM PEAK LOCATION#:069B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Ella St SLOVICINITY: DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: 0.438 P.H.V: P.H.F: 0.831 0.911 0.674 QUALITY TRAFFIC DATA, LLC Page A-14 1 2 3 4 5 6 7 8 9 10 11 12 7:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 7:15 AM 2 0 0 0 0 0 0 0 0 0 0 0 2 7:30 AM 0 3 0 0 0 4 0 0 0 0 0 0 7 7:45 AM 1 1 0 0 0 1 1 0 0 0 0 0 4 8:00 AM 1 0 0 0 0 0 0 0 2 2 0 0 5 8:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 8:30 AM 1 0 0 0 0 0 0 1 0 0 0 0 2 8:45 AM 1 0 0 0 2 1 0 0 0 0 0 0 4 1 2 3 4 5 6 7 8 9 10 11 12 6 4 0 0 3 6 1 1 3 2 0 0 26 PEDESTRIAN TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - AM PEAK LOCATION#:069B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Ella St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-15 1 2 3 4 5 6 7 8 9 10 11 12 11:30 AM 1 0 0 0 0 0 1 0 0 1 0 0 3 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 1 0 0 3 0 0 0 0 0 0 4 12:15 PM 1 0 1 0 0 1 0 0 0 0 0 0 3 12:30 PM 1 0 0 0 0 0 0 0 2 1 0 0 4 12:45 PM 0 0 0 0 1 0 1 0 1 1 0 0 4 1:00 PM 1 2 0 0 2 0 0 0 0 0 0 0 5 1:15 PM 4 0 0 0 0 1 1 0 0 0 0 0 6 1 2 3 4 5 6 7 8 9 10 11 12 8 2 2 0 3 5 3 0 3 3 0 0 29 PEDESTRIAN TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - MD PEAK LOCATION#:069B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Ella St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-16 1 2 3 4 5 6 7 8 9 10 11 12 3:15 PM 1 0 0 0 2 1 0 0 0 1 0 0 5 3:30 PM 2 1 0 0 0 3 0 0 0 0 0 0 6 3:45 PM 1 0 0 0 0 1 0 0 0 0 0 0 2 4:00 PM 0 0 1 0 0 1 0 0 0 0 0 0 2 4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 1 2 3 4 5 6 7 8 9 10 11 12 6 1 1 0 2 6 1 0 1 1 0 0 19 PEDESTRIAN TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - PM PEAK LOCATION#:069B 2018229QTDPROJ#: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: EAST / WEST:Ella St SLOVICINITY: DIRECTION: TOTALS VOLUME STATS: TOTAL: QUALITY TRAFFIC DATA, LLC Page A-17 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0.5 0.5 1 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 7:30 AM 0 5 0 0 0 0 0 0 0 0 0 0 5 7:45 AM 0 8 1 0 0 0 0 0 0 0 0 0 9 8:00 AM 0 5 0 0 0 0 0 0 0 0 0 0 5 8:15 AM 0 2 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR 0 24 1 0 0 0 0 0 0 0 0 0 25 0 20 1 0 0 0 0 0 0 0 0 0 21 0.583 1) Peak Hour Volume (Peak Hour Begins At 730 AM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - AM PEAK LOCATION#:069B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Ella St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.000 P.H.V: P.H.F: 0.583 0.000 0.000 QUALITY TRAFFIC DATA, LLC Page A-18 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0.5 0.5 1 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 6 0 0 0 0 0 0 0 0 0 0 6 12:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 12:15 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 12:30 PM 0 3 0 0 0 0 0 0 0 0 0 0 3 12:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 1:00 PM 1 3 0 0 0 0 0 0 0 0 0 0 4 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 1 15 0 0 2 0 0 0 0 0 0 0 18 0 10 0 0 2 0 0 0 0 0 0 0 12 0.500 1) Peak Hour Volume (Peak Hour Begins At 1145 AM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - MD PEAK LOCATION#:069B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Ella St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.000 P.H.V: P.H.F: 0.417 0.250 0.000 QUALITY TRAFFIC DATA, LLC Page A-19 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0.5 0.5 1 0.5 0.5 1 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 3:45 PM 0 0 0 0 4 0 0 0 0 0 0 0 4 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 4:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 4:30 PM 0 3 0 0 1 0 0 0 0 0 0 0 4 4:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 1 0 0 0 0 0 2 0 3 NL NT NR SL ST SR EL ET ER WL WT WR 0 6 0 0 7 0 0 0 0 0 3 0 16 0 5 0 0 3 0 0 0 0 0 2 0 10 0.625 1) Peak Hour Volume (Peak Hour Begins At 415 PM) 2) Peak Hour Factor (directional aggregate) BICYCLE TURNING MOVEMENT COUNT 069B Johnson Ave & Ella St - PM PEAK LOCATION#:069B QTD PROJ#:2018229 NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 EAST / WEST:Ella St VICINITY:SLO DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: 0.250 P.H.V: P.H.F: 0.417 0.750 0.000 QUALITY TRAFFIC DATA, LLC Page A-20 LN 0 2 1 AM 53 (0)429 16 (0) MD 25 (0)496 29 (0) PM 38 (0)814 58 (0) TOTAL 116 (0)1739 103 (0) LN AM MD PM TOTAL TOTAL PM MD AM LN 0 28 (0)13 (0)22 (0)63 (0)124 (0)19 (0)32 (0)73 (0)0 1 1 1 4 6 11 1 2 8 1 0 17 (0)3 (0)12 (0)32 (0)24 (0)10 (0)10 (0)5 (0)0 TOTAL 57 (0)1777 31 (0) PM 18 (0)529 11 (0) MD 7 (0)409 13 (0) AM 32 (0)839 7 (0) LN 1 2 0 TO TO TO Sydney St Johnson Ave DATE:Tuesday, October 23, 2018 MD PEAK:1130 AM EAST / WEST: 2-WAY STOP (E/W) NORTH / SOUTH: SOUTHBOUND LANES Sydney St PEAK HOUR ITM SUMMARY 071B Johnson Ave & Sydney St LOCATION#:071B QTD PROJ#:2018229 AM PEAK: MD COUNT 11:30 AM Sydney St VICINITY: 730 AM SLO PM PEAK:430 PM Johnson AveJohnson AveWESTBOUND LANESEASTBOUNDLANESNORTHBOUNDLANES6:00 PMPM COUNT 4:00 PM 1:30 PM AM COUNT 7:00AM9:00 AMQUALITY TRAFFIC DATA, NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0 7:00 AM 0 83 0 0 4 41 2 0 1 0 2 0 1 1 10 0 145 7:15 AM 6 135 1 0 3 49 3 0 3 0 0 0 0 2 8 0 210 7:30 AM 4 243 2 0 5 80 10 0 9 1 3 0 2 0 15 0 374 7:45 AM 3 278 1 0 3 153 8 0 7 0 5 0 0 0 19 0 477 8:00 AM 7 147 1 0 5 103 16 0 5 0 0 0 2 2 20 0 308 8:15 AM 18 171 3 0 3 93 19 0 7 0 9 0 1 6 19 0 349 8:30 AM 2 133 1 0 8 115 7 0 9 0 1 0 2 0 12 0 290 8:45 AM 1 163 3 0 7 93 2 0 7 0 2 0 0 0 16 0 294 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 41 1353 12 0 38 727 67 0 48 1 22 0 8 11 119 0 2447 32 839 7 0 16 429 53 0 28 1 17 0 5 8 73 0 1508 0.790 1) Peak Hour Volume (Peak Hour Begins At 730 AM) 2) Peak Hour Factor (directional aggregate) EAST / WEST:Sydney St NORTH / SOUTH:Johnson Ave 2018229LOCATION#:071B Tuesday, October 23, 2018 SLO QTD PROJ#: DATE: VICINITY: TOTALSLANES: VEHICLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - AM PEAK 0.719 0.827 VOLUME STATS: TOTAL: DIRECTION: P.H.V: P.H.F: 0.778 0.759 QUALITY TRAFFIC DATA, LLC Page A-22 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0 11:30 AM 2 90 3 0 5 120 5 0 3 0 1 0 0 0 9 0 238 11:45 AM 1 117 3 0 3 128 4 0 5 0 0 0 4 1 9 0 275 12:00 PM 2 100 4 0 14 140 7 0 0 1 1 0 2 1 4 0 276 12:15 PM 2 102 3 0 7 108 9 0 5 0 1 0 4 0 10 0 251 12:30 PM 2 87 6 0 10 107 6 0 6 0 1 0 2 0 8 0 235 12:45 PM 1 104 0 0 6 98 7 0 3 0 4 0 2 1 5 0 231 1:00 PM 0 95 1 0 3 96 7 0 1 0 1 0 2 0 12 0 218 1:15 PM 1 103 3 0 9 96 5 0 4 0 0 0 2 0 9 0 232 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 11 798 23 0 57 893 50 0 27 1 9 0 18 3 66 0 1956 7 409 13 0 29 496 25 0 13 1 3 0 10 2 32 0 1040 0.942 1) Peak Hour Volume (Peak Hour Begins At 1130 AM) 2) Peak Hour Factor (directional aggregate) 0.786 P.H.V: P.H.F: 0.886 0.854 0.708 DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: EAST / WEST:Sydney St SLOVICINITY: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: VEHICLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - MD PEAK LOCATION#:071B 2018229QTDPROJ#: QUALITY TRAFFIC DATA, LLC Page A-23 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0 4:00 PM 4 103 2 0 10 172 5 0 6 1 1 0 0 2 5 0 311 4:15 PM 2 95 0 0 11 176 10 0 1 0 4 0 1 0 10 0 310 4:30 PM 2 108 5 0 19 204 7 0 8 0 4 0 2 0 4 0 363 4:45 PM 4 118 0 0 14 181 9 0 4 2 2 0 6 1 7 0 348 5:00 PM 5 154 5 0 8 232 13 0 4 1 2 0 0 0 5 0 429 5:15 PM 7 149 1 0 17 197 9 0 6 1 4 0 1 0 3 0 395 5:30 PM 2 113 3 0 11 153 10 0 5 0 1 0 2 0 5 0 305 5:45 PM 0 117 5 0 13 123 9 0 2 0 1 0 3 0 10 0 283 NL NT NR NRTOR SL ST SR SRTOR EL ET ER ERTOR WL WT WR WRTOR 26 957 21 0 103 1438 72 0 36 5 19 0 15 3 49 0 2744 18 529 11 0 58 814 38 0 22 4 12 0 9 1 19 0 1535 0.895 1) Peak Hour Volume (Peak Hour Begins At 430 PM) 2) Peak Hour Factor (directional aggregate) 0.518 P.H.V: P.H.F: 0.851 0.899 0.792 DIRECTION: TOTALSLANES: VOLUME STATS: TOTAL: EAST / WEST:Sydney St SLOVICINITY: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: VEHICLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - PM PEAK LOCATION#:071B 2018229QTDPROJ#: QUALITY TRAFFIC DATA, LLC Page A-24 1 2 3 4 5 6 7 8 9 10 11 12 7:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 7:15 AM 2 0 0 2 0 2 0 0 0 0 0 0 6 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 7:45 AM 1 0 0 0 0 0 0 2 0 0 0 0 3 8:00 AM 3 0 0 0 1 0 0 9 1 0 1 0 15 8:15 AM 0 0 0 0 2 1 0 4 1 0 1 0 9 8:30 AM 0 0 0 1 1 0 0 1 0 0 2 0 5 8:45 AM 0 0 0 0 0 0 2 0 0 0 0 0 2 1 2 3 4 5 6 7 8 9 10 11 12 6 1 0 3 4 3 3 16 2 0 4 0 42 DIRECTION: TOTALS VOLUME STATS: TOTAL: EAST / WEST:Sydney St SLOVICINITY: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: PEDESTRIAN TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - AM PEAK LOCATION#:071B 2018229QTDPROJ#: QUALITY TRAFFIC DATA, LLC Page A-25 1 2 3 4 5 6 7 8 9 10 11 12 11:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 1 0 0 2 3 12:15 PM 2 0 0 0 0 0 0 0 0 0 0 1 3 12:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 12:45 PM 1 0 0 0 0 0 0 1 0 0 0 0 2 1:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 1 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 3 0 0 0 0 1 0 2 1 0 1 3 11 DIRECTION: TOTALS VOLUME STATS: TOTAL: EAST / WEST:Sydney St SLOVICINITY: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: PEDESTRIAN TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - MD PEAK LOCATION#:071B 2018229QTDPROJ#: QUALITY TRAFFIC DATA, LLC Page A-26 1 2 3 4 5 6 7 8 9 10 11 12 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 2 3 4:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 4:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 2 5:00 PM 0 0 1 0 1 0 0 0 0 0 5 0 7 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 2 0 0 0 0 2 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 5 5 1 2 3 4 5 6 7 8 9 10 11 12 0 0 1 0 2 0 2 0 1 0 7 12 25 DIRECTION: TOTALS VOLUME STATS: TOTAL: EAST / WEST:Sydney St SLOVICINITY: NORTH / SOUTH:Johnson Ave Tuesday, October 23, 2018DATE: PEDESTRIAN TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - PM PEAK LOCATION#:071B 2018229QTDPROJ#: QUALITY TRAFFIC DATA, LLC Page A-27 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0 1 0 0 1 0 7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 7:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 4 0 0 0 2 0 0 0 0 0 0 6 7:45 AM 0 3 0 0 0 0 0 0 0 0 0 0 3 8:00 AM 0 2 0 0 0 1 0 0 0 0 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 0 12 0 0 1 3 0 0 0 0 0 0 16 0 10 0 0 0 3 0 0 0 0 0 0 13 0.542 1) Peak Hour Volume (Peak Hour Begins At 715 AM) 2) Peak Hour Factor (directional aggregate) 0.000 P.H.V: P.H.F: 0.625 0.375 0.000 DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: EAST / WEST:Sydney St VICINITY:SLO NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 BICYCLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - AM PEAK LOCATION#:071B QTD PROJ#:2018229 QUALITY TRAFFIC DATA, LLC Page A-28 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0 1 0 0 1 0 11:30 AM 0 3 0 0 2 0 0 0 0 0 0 0 5 11:45 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 12:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 12:15 PM 1 0 0 1 0 0 0 0 0 0 1 0 3 12:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 12:45 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 1:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 1 12 0 1 3 0 0 0 0 0 1 0 18 1 6 0 1 3 0 0 0 0 0 1 0 12 0.600 1) Peak Hour Volume (Peak Hour Begins At 1130 AM) 2) Peak Hour Factor (directional aggregate) 0.250 P.H.V: P.H.F: 0.583 0.500 0.000 DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: EAST / WEST:Sydney St VICINITY:SLO NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 BICYCLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - MD PEAK LOCATION#:071B QTD PROJ#:2018229 QUALITY TRAFFIC DATA, LLC Page A-29 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 1 2 0 0 1 0 0 1 0 4:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 4:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 2 4:30 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 4:45 PM 0 1 0 0 3 0 0 0 0 0 0 0 4 5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR 1 2 0 0 10 0 0 0 0 0 0 0 13 1 2 0 0 8 0 0 0 0 0 0 0 11 0.688 1) Peak Hour Volume (Peak Hour Begins At 400 PM) 2) Peak Hour Factor (directional aggregate) 0.000 P.H.V: P.H.F: 0.750 0.667 0.000 DIRECTION: TOTALS LANES: VOLUME STATS: TOTAL: EAST / WEST:Sydney St VICINITY:SLO NORTH / SOUTH:Johnson Ave DATE:Tuesday, October 23, 2018 BICYCLE TURNING MOVEMENT COUNT 071B Johnson Ave & Sydney St - PM PEAK LOCATION#:071B QTD PROJ#:2018229 QUALITY TRAFFIC DATA, LLC Page A-30 Average Daily Traffic Volumes Quality Traffic Data, LLC QTD PROJ/LOC #:2018229 - 090A GPS COORDINATES: 35.27598, -120.64779 ON STREET: Johnson Ave START DATE:Tuesday, October 23, 2018 CROSS STREETS: between Bishop St and Sydney St (n/o Smith St)VICINITY:San Luis Obispo Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC 0 1000 2000 3000 4000 5000 6000 NB SB EB WB 0 100 200 300 400 500 600 Sample Sample Page A-31 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 1 8 12:00 105 161 00:15 5 10 12:15 117 124 00:30 5 9 12:30 101 124 00:45 4 15 7 34 49 12:45 111 434 110 519 953 01:00 4 10 13:00 108 106 01:15 1 8 13:15 117 110 01:30 2 3 13:30 100 106 01:45 1 8 5 26 34 13:45 139 464 121 443 907 02:00 0 3 14:00 106 141 02:15 3 2 14:15 116 131 02:30 2 0 14:30 106 119 02:45 2 7 0 5 12 14:45 117 445 117 508 953 03:00 1 1 15:00 134 146 03:15 1 1 15:15 139 281 03:30 3 3 15:30 139 181 03:45 3 8 1 6 14 15:45 133 545 169 777 1322 04:00 3 1 16:00 114 187 04:15 1 2 16:15 107 196 04:30 4 1 16:30 121 231 04:45 16 24 11 15 39 16:45 129 471 204 818 1289 05:00 8 10 17:00 162 253 05:15 11 13 17:15 161 226 05:30 20 10 17:30 121 183 05:45 37 76 25 58 134 17:45 131 575 148 810 1385 06:00 35 31 18:00 111 150 06:15 36 38 18:15 71 144 06:30 67 46 18:30 86 111 06:45 95 233 65 180 413 18:45 78 346 88 493 839 07:00 94 47 19:00 65 90 07:15 146 56 19:15 65 99 07:30 266 95 19:30 57 69 07:45 304 810 164 362 1172 19:45 48 235 62 320 555 08:00 173 124 20:00 38 64 08:15 197 114 20:15 40 69 08:30 154 130 20:30 32 62 08:45 185 709 102 470 1179 20:45 38 148 53 248 396 09:00 123 95 21:00 30 63 09:15 108 96 21:15 18 53 09:30 100 97 21:30 29 45 09:45 117 448 89 377 825 21:45 19 96 41 202 298 10:00 100 83 22:00 21 39 10:15 76 77 22:15 15 32 10:30 90 105 22:30 18 19 10:45 98 364 103 368 732 22:45 12 66 19 109 175 11:00 85 123 23:00 7 18 11:15 91 115 23:15 12 13 11:30 102 130 23:30 4 13 11:45 131 409 134 502 911 23:45 5 28 10 54 82 TOTALS:3111 2403 5514 TOTALS:3853 5301 9154 SPLIT 56.4%43.6%37.6%SPLIT 42.1%57.9%62.4% PEAK HOUR 07:30 11:30 07:30 PEAK HOUR 17:00 16:30 16:30 PH VOLUME 940 549 1437 PH VOLUME 575 914 1487 PHF 0.77 0.85 0.77 PHF 0.87 0.90 0.90 EB WB 146686964 DAY'S TOTAL 7704 35.27598, -120.64779 Tuesday, October 23, 2018 San Luis Obispo GPS COORDINATES: START DATE: VICINITY: AM COUNTS PM COUNTS NB TOTAL CROSS STREETS: between Bishop St and Sydney St (n/o Smith St) QTD PROJ/LOC #:2018229 - 090A SB ON STREET: Johnson Ave Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-32 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 1 6 12:00 117 146 00:15 4 10 12:15 107 138 00:30 5 6 12:30 109 114 00:45 1 11 3 25 36 12:45 109 442 118 516 958 01:00 5 1 13:00 103 131 01:15 5 3 13:15 86 111 01:30 1 5 13:30 116 95 01:45 2 13 6 15 28 13:45 124 429 115 452 881 02:00 0 4 14:00 91 148 02:15 1 5 14:15 93 125 02:30 1 0 14:30 99 118 02:45 3 5 4 13 18 14:45 130 413 154 545 958 03:00 0 0 15:00 120 156 03:15 1 2 15:15 121 270 03:30 4 2 15:30 125 190 03:45 2 7 0 4 11 15:45 129 495 168 784 1279 04:00 7 2 16:00 110 182 04:15 3 5 16:15 102 178 04:30 7 10 16:30 131 246 04:45 15 32 3 20 52 16:45 126 469 168 774 1243 05:00 7 6 17:00 173 282 05:15 10 10 17:15 167 247 05:30 19 10 17:30 174 213 05:45 31 67 26 52 119 17:45 148 662 144 886 1548 06:00 33 27 18:00 105 155 06:15 44 43 18:15 93 156 06:30 62 51 18:30 87 116 06:45 81 220 60 181 401 18:45 103 388 102 529 917 07:00 94 40 19:00 49 98 07:15 165 56 19:15 49 66 07:30 261 92 19:30 57 68 07:45 321 841 169 357 1198 19:45 52 207 64 296 503 08:00 179 158 20:00 45 67 08:15 167 107 20:15 49 74 08:30 162 107 20:30 41 62 08:45 171 679 126 498 1177 20:45 39 174 64 267 441 09:00 130 110 21:00 28 64 09:15 108 107 21:15 20 48 09:30 108 88 21:30 29 51 09:45 115 461 95 400 861 21:45 32 109 45 208 317 10:00 80 95 22:00 21 36 10:15 87 113 22:15 22 30 10:30 81 94 22:30 11 29 10:45 99 347 94 396 743 22:45 18 72 31 126 198 11:00 80 93 23:00 19 15 11:15 98 105 23:15 10 25 11:30 108 116 23:30 11 15 11:45 118 404 119 433 837 23:45 7 47 9 64 111 TOTALS:3087 2394 5481 TOTALS:3907 5447 9354 SPLIT 56.3%43.7%36.9%SPLIT 41.8%58.2%63.1% PEAK HOUR 07:30 07:45 07:30 PEAK HOUR 17:00 16:30 16:45 PH VOLUME 928 541 1454 PH VOLUME 662 943 1550 PHF 0.72 0.80 0.74 PHF 0.99 0.84 0.85 EB WB QTD PROJ/LOC #:2018229 - 090A GPS COORDINATES: 35.27598, -120.64779 ON STREET: Johnson Ave START DATE:Wednesday, October 24, 2018 AM COUNTS PM COUNTS CROSS STREETS: between Bishop St and Sydney St (n/o Smith St)VICINITY:San Luis Obispo 6994 7841 14835 DAY'S TOTAL NB SB TOTAL Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-33 Average Daily Traffic Volumes Quality Traffic Data, LLC QTD PROJ/LOC #:2018229 - 089A GPS COORDINATES: 35.27598, -120.64779 ON STREET: Johnson Ave START DATE:Tuesday, October 23, 2018 CROSS STREETS: between Ella St and Bishop St VICINITY:San Luis Obispo Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC 0 1000 2000 3000 4000 5000 6000 7000 NB SB EB WB 0 100 200 300 400 500 600 Sample Sample Page A-34 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 1 9 12:00 132 176 00:15 5 9 12:15 142 143 00:30 5 10 12:30 132 138 00:45 4 15 9 37 52 12:45 127 533 146 603 1136 01:00 6 12 13:00 123 128 01:15 1 8 13:15 128 144 01:30 2 4 13:30 113 143 01:45 2 11 5 29 40 13:45 156 520 145 560 1080 02:00 0 3 14:00 128 173 02:15 3 2 14:15 135 156 02:30 2 1 14:30 122 149 02:45 2 7 0 6 13 14:45 149 534 159 637 1171 03:00 2 1 15:00 184 160 03:15 1 2 15:15 152 311 03:30 1 1 15:30 181 196 03:45 4 8 1 5 13 15:45 157 674 189 856 1530 04:00 3 1 16:00 148 198 04:15 1 2 16:15 142 206 04:30 3 1 16:30 167 235 04:45 13 20 10 14 34 16:45 168 625 215 854 1479 05:00 8 9 17:00 225 256 05:15 13 13 17:15 186 246 05:30 25 12 17:30 147 206 05:45 42 88 27 61 149 17:45 152 710 160 868 1578 06:00 41 32 18:00 130 158 06:15 43 41 18:15 94 161 06:30 67 51 18:30 100 126 06:45 94 245 73 197 442 18:45 90 414 105 550 964 07:00 100 67 19:00 77 109 07:15 153 86 19:15 68 117 07:30 300 125 19:30 69 72 07:45 303 856 223 501 1357 19:45 56 270 70 368 638 08:00 180 195 20:00 45 73 08:15 220 171 20:15 48 82 08:30 209 175 20:30 40 67 08:45 210 819 155 696 1515 20:45 50 183 57 279 462 09:00 135 113 21:00 32 65 09:15 122 123 21:15 28 61 09:30 117 110 21:30 32 59 09:45 136 510 121 467 977 21:45 23 115 46 231 346 10:00 121 100 22:00 22 41 10:15 91 90 22:15 19 34 10:30 123 117 22:30 18 22 10:45 124 459 121 428 887 22:45 14 73 23 120 193 11:00 111 133 23:00 10 20 11:15 112 136 23:15 13 18 11:30 123 145 23:30 5 14 11:45 166 512 153 567 1079 23:45 5 33 13 65 98 TOTALS:3550 3008 6558 TOTALS:4684 5991 10675 SPLIT 54.1%45.9%38.1%SPLIT 43.9%56.1%61.9% PEAK HOUR 07:30 07:45 07:30 PEAK HOUR 16:30 16:30 16:30 PH VOLUME 1003 764 1717 PH VOLUME 746 952 1698 PHF 0.83 0.86 0.82 PHF 0.87 0.93 0.88 EB WB 172338234 DAY'S TOTAL 8999 35.27598, -120.64779 Tuesday, October 23, 2018 San Luis Obispo GPS COORDINATES: START DATE: VICINITY: AM COUNTS PM COUNTS NB TOTAL CROSS STREETS: between Ella St and Bishop St QTD PROJ/LOC #:2018229 - 089A SB ON STREET: Johnson Ave Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-35 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 1 7 12:00 136 161 00:15 3 10 12:15 125 159 00:30 5 7 12:30 120 140 00:45 3 12 7 31 43 12:45 139 520 150 610 1130 01:00 5 1 13:00 117 156 01:15 5 5 13:15 107 147 01:30 3 5 13:30 136 123 01:45 2 15 7 18 33 13:45 152 512 139 565 1077 02:00 0 4 14:00 102 168 02:15 1 6 14:15 122 151 02:30 1 1 14:30 130 145 02:45 4 6 4 15 21 14:45 171 525 191 655 1180 03:00 2 0 15:00 160 173 03:15 0 1 15:15 150 292 03:30 3 2 15:30 153 229 03:45 2 7 0 3 10 15:45 173 636 199 893 1529 04:00 7 2 16:00 147 193 04:15 3 4 16:15 132 188 04:30 7 10 16:30 168 259 04:45 10 27 3 19 46 16:45 161 608 194 834 1442 05:00 10 6 17:00 240 279 05:15 14 10 17:15 199 260 05:30 23 11 17:30 214 223 05:45 37 84 27 54 138 17:45 177 830 155 917 1747 06:00 35 29 18:00 130 174 06:15 52 43 18:15 114 172 06:30 62 61 18:30 105 137 06:45 71 220 80 213 433 18:45 111 460 114 597 1057 07:00 98 68 19:00 66 110 07:15 177 92 19:15 60 80 07:30 301 134 19:30 72 76 07:45 319 895 221 515 1410 19:45 62 260 74 340 600 08:00 196 232 20:00 50 75 08:15 192 157 20:15 60 80 08:30 203 158 20:30 51 69 08:45 204 795 178 725 1520 20:45 41 202 77 301 503 09:00 148 129 21:00 38 70 09:15 131 143 21:15 24 60 09:30 118 108 21:30 32 59 09:45 137 534 122 502 1036 21:45 33 127 46 235 362 10:00 91 111 22:00 20 40 10:15 107 128 22:15 21 31 10:30 99 115 22:30 15 35 10:45 119 416 120 474 890 22:45 20 76 34 140 216 11:00 100 99 23:00 19 16 11:15 125 132 23:15 12 27 11:30 124 117 23:30 13 15 11:45 144 493 139 487 980 23:45 7 51 11 69 120 TOTALS:3504 3056 6560 TOTALS:4807 6156 10963 SPLIT 53.4%46.6%37.4%SPLIT 43.8%56.2%62.6% PEAK HOUR 07:30 07:45 07:30 PEAK HOUR 17:00 16:30 16:45 PH VOLUME 1008 768 1752 PH VOLUME 830 992 1770 PHF 0.79 0.83 0.81 PHF 0.90 0.89 0.85 EB WB QTD PROJ/LOC #:2018229 - 089A GPS COORDINATES: 35.27598, -120.64779 ON STREET: Johnson Ave START DATE:Wednesday, October 24, 2018 AM COUNTS PM COUNTS CROSS STREETS: between Ella St and Bishop St VICINITY:San Luis Obispo 8311 9212 17523 DAY'S TOTAL NB SB TOTAL Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-36 Average Daily Traffic Volumes Quality Traffic Data, LLC QTD PROJ/LOC #:2018229 - 088A GPS COORDINATES: 35.27868, -120.65022 ON STREET: Johnson Ave START DATE:Tuesday, October 23, 2018 CROSS STREETS: between San Luis Dr and Ella St (s/o Lizzie St)VICINITY:San Luis Obispo Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC 0 1000 2000 3000 4000 5000 6000 7000 NB SB EB WB 0 100 200 300 400 500 600 700 Sample Sample Page A-37 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 3 13 12:00 167 176 00:15 6 13 12:15 158 156 00:30 2 13 12:30 156 162 00:45 4 15 11 50 65 12:45 141 622 152 646 1268 01:00 5 11 13:00 137 127 01:15 1 8 13:15 150 151 01:30 7 5 13:30 129 157 01:45 2 15 6 30 45 13:45 162 578 165 600 1178 02:00 1 3 14:00 151 177 02:15 4 3 14:15 155 155 02:30 2 1 14:30 148 142 02:45 2 9 0 7 16 14:45 147 601 162 636 1237 03:00 2 0 15:00 211 164 03:15 1 2 15:15 171 297 03:30 1 2 15:30 195 197 03:45 4 8 2 6 14 15:45 178 755 189 847 1602 04:00 2 2 16:00 161 213 04:15 3 2 16:15 180 216 04:30 3 1 16:30 173 222 04:45 11 19 7 12 31 16:45 195 709 221 872 1581 05:00 12 8 17:00 246 251 05:15 15 13 17:15 201 251 05:30 24 13 17:30 170 215 05:45 37 88 29 63 151 17:45 147 764 187 904 1668 06:00 43 34 18:00 146 171 06:15 45 40 18:15 112 175 06:30 64 49 18:30 121 141 06:45 101 253 78 201 454 18:45 102 481 112 599 1080 07:00 104 74 19:00 88 119 07:15 161 86 19:15 70 126 07:30 281 133 19:30 77 86 07:45 333 879 241 534 1413 19:45 71 306 78 409 715 08:00 207 186 20:00 45 79 08:15 227 173 20:15 54 96 08:30 223 175 20:30 49 75 08:45 223 880 146 680 1560 20:45 47 195 72 322 517 09:00 139 128 21:00 39 89 09:15 140 129 21:15 28 73 09:30 142 98 21:30 38 58 09:45 151 572 119 474 1046 21:45 42 147 60 280 427 10:00 140 105 22:00 34 52 10:15 120 93 22:15 24 33 10:30 127 114 22:30 28 24 10:45 140 527 127 439 966 22:45 14 100 26 135 235 11:00 125 142 23:00 13 20 11:15 133 142 23:15 15 28 11:30 136 144 23:30 12 17 11:45 193 587 166 594 1181 23:45 10 50 15 80 130 TOTALS:3852 3090 6942 TOTALS:5308 6330 11638 SPLIT 55.5%44.5%37.4%SPLIT 45.6%54.4%62.6% PEAK HOUR 07:30 07:45 07:30 PEAK HOUR 16:30 16:30 16:30 PH VOLUME 1048 775 1781 PH VOLUME 815 945 1760 PHF 0.79 0.80 0.78 PHF 0.87 0.94 0.89 EB WB 185809160 DAY'S TOTAL 9420 35.27868, -120.65022 Tuesday, October 23, 2018 San Luis Obispo GPS COORDINATES: START DATE: VICINITY: AM COUNTS PM COUNTS NB TOTAL CROSS STREETS: between San Luis Dr and Ella St (s/o Lizzie St) QTD PROJ/LOC #:2018229 - 088A SB ON STREET: Johnson Ave Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-38 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 3 10 12:00 167 185 00:15 3 10 12:15 142 159 00:30 5 9 12:30 150 137 00:45 3 14 7 36 50 12:45 149 608 165 646 1254 01:00 6 2 13:00 129 157 01:15 3 10 13:15 126 149 01:30 8 8 13:30 149 122 01:45 2 19 7 27 46 13:45 157 561 139 567 1128 02:00 4 5 14:00 123 166 02:15 1 6 14:15 136 161 02:30 1 3 14:30 143 153 02:45 4 10 5 19 29 14:45 179 581 185 665 1246 03:00 3 4 15:00 187 171 03:15 2 3 15:15 164 292 03:30 3 1 15:30 176 224 03:45 3 11 0 8 19 15:45 186 713 198 885 1598 04:00 9 1 16:00 173 193 04:15 3 5 16:15 167 201 04:30 6 9 16:30 175 261 04:45 10 28 4 19 47 16:45 164 679 213 868 1547 05:00 16 8 17:00 253 272 05:15 17 9 17:15 212 255 05:30 27 11 17:30 239 232 05:45 40 100 33 61 161 17:45 189 893 175 934 1827 06:00 28 29 18:00 158 184 06:15 58 49 18:15 123 179 06:30 64 67 18:30 97 144 06:45 79 229 91 236 465 18:45 133 511 45 552 1063 07:00 111 69 19:00 71 113 07:15 176 100 19:15 77 93 07:30 304 143 19:30 76 97 07:45 351 942 216 528 1470 19:45 71 295 81 384 679 08:00 209 219 20:00 59 94 08:15 208 176 20:15 68 79 08:30 209 150 20:30 53 82 08:45 221 847 164 709 1556 20:45 47 227 91 346 573 09:00 182 130 21:00 41 86 09:15 146 147 21:15 25 66 09:30 139 112 21:30 30 71 09:45 142 609 120 509 1118 21:45 41 137 63 286 423 10:00 96 114 22:00 31 48 10:15 131 128 22:15 29 40 10:30 124 114 22:30 19 45 10:45 146 497 133 489 986 22:45 19 98 32 165 263 11:00 111 108 23:00 23 27 11:15 139 131 23:15 16 37 11:30 153 132 23:30 21 17 11:45 161 564 147 518 1082 23:45 13 73 20 101 174 TOTALS:3870 3159 7029 TOTALS:5376 6399 11775 SPLIT 55.1%44.9%37.4%SPLIT 45.7%54.3%62.6% PEAK HOUR 07:30 07:45 07:30 PEAK HOUR 17:00 16:30 16:45 PH VOLUME 1072 761 1826 PH VOLUME 893 1001 1840 PHF 0.76 0.87 0.81 PHF 0.93 0.92 0.88 EB WB QTD PROJ/LOC #:2018229 - 088A GPS COORDINATES: 35.27868, -120.65022 ON STREET: Johnson Ave START DATE:Wednesday, October 24, 2018 AM COUNTS PM COUNTS CROSS STREETS: between San Luis Dr and Ella St (s/o Lizzie St)VICINITY:San Luis Obispo 9246 9558 18804 DAY'S TOTAL NB SB TOTAL Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-39 Average Daily Traffic Volumes Quality Traffic Data, LLC CROSS STREETS: between Sydney St and Laurel Ln (s/o La Cita Ct)VICINITY:San Luis Obispo QTD PROJ/LOC #:2018229 - 091A GPS COORDINATES:35.2697, -120.64222 ON STREET: Johnson Ave START DATE:Tuesday, October 23, 2018 Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NB SB EB WB 0 50 100 150 200 250 300 350 400 450 Sample Sample Page A-40 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 1 7 12:00 105 143 00:15 7 9 12:15 105 110 00:30 3 8 12:30 100 108 00:45 4 15 5 29 44 12:45 100 410 109 470 880 01:00 2 6 13:00 93 101 01:15 0 5 13:15 107 87 01:30 2 3 13:30 95 103 01:45 1 5 4 18 23 13:45 134 429 109 400 829 02:00 0 4 14:00 98 127 02:15 3 1 14:15 106 109 02:30 2 0 14:30 96 97 02:45 2 7 1 6 13 14:45 107 407 102 435 842 03:00 2 1 15:00 133 133 03:15 1 1 15:15 121 242 03:30 1 2 15:30 114 168 03:45 2 6 1 5 11 15:45 119 487 147 690 1177 04:00 3 2 16:00 111 165 04:15 1 1 16:15 97 173 04:30 4 1 16:30 113 210 04:45 14 22 10 14 36 16:45 119 440 178 726 1166 05:00 6 11 17:00 164 227 05:15 11 13 17:15 157 202 05:30 16 8 17:30 118 156 05:45 33 66 23 55 121 17:45 122 561 127 712 1273 06:00 22 31 18:00 105 139 06:15 30 39 18:15 70 129 06:30 67 39 18:30 76 105 06:45 92 211 59 168 379 18:45 74 325 69 442 767 07:00 87 41 19:00 62 79 07:15 147 49 19:15 63 77 07:30 249 83 19:30 53 64 07:45 265 748 156 329 1077 19:45 42 220 51 271 491 08:00 163 111 20:00 36 51 08:15 187 103 20:15 37 63 08:30 143 112 20:30 30 55 08:45 157 650 102 428 1078 20:45 28 131 49 218 349 09:00 118 89 21:00 28 50 09:15 99 93 21:15 17 44 09:30 98 80 21:30 27 37 09:45 110 425 87 349 774 21:45 17 89 40 171 260 10:00 80 79 22:00 16 35 10:15 75 72 22:15 12 25 10:30 84 95 22:30 16 17 10:45 91 330 92 338 668 22:45 10 54 11 88 142 11:00 84 120 23:00 7 15 11:15 83 112 23:15 10 13 11:30 98 119 23:30 3 13 11:45 126 391 134 485 876 23:45 5 25 5 46 71 TOTALS:2876 2224 5100 TOTALS:3578 4669 8247 SPLIT 56.4%43.6%38.2%SPLIT 43.4%56.6%61.8% PEAK HOUR 07:30 11:15 07:30 PEAK HOUR 17:00 16:30 16:30 PH VOLUME 864 508 1317 PH VOLUME 561 817 1370 PHF 0.82 0.89 0.78 PHF 0.85 0.90 0.88 EB WB QTD PROJ/LOC #:2018229 - 091A SB ON STREET: Johnson Ave AM COUNTS PM COUNTS NB TOTAL CROSS STREETS: between Sydney St and Laurel Ln (s/o La Cita Ct) 133476454 DAY'S TOTAL 6893 35.2697, -120.64222 Tuesday, October 23, 2018 San Luis Obispo GPS COORDINATES: START DATE: VICINITY: Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-41 Average Daily Traffic Volumes Quality Traffic Data, LLC NB SB EB WB NB SB EB WB 00:00 0 5 12:00 111 142 00:15 4 7 12:15 103 117 00:30 5 4 12:30 99 115 00:45 1 10 3 19 29 12:45 102 415 103 477 892 01:00 5 1 13:00 97 122 01:15 6 3 13:15 77 105 01:30 1 5 13:30 106 85 01:45 2 14 5 14 28 13:45 123 403 107 419 822 02:00 0 3 14:00 87 125 02:15 1 5 14:15 81 116 02:30 3 1 14:30 93 99 02:45 2 6 2 11 17 14:45 119 380 127 467 847 03:00 0 1 15:00 121 131 03:15 1 1 15:15 115 254 03:30 3 2 15:30 118 176 03:45 2 6 0 4 10 15:45 126 480 145 706 1186 04:00 7 2 16:00 104 158 04:15 3 4 16:15 89 176 04:30 7 9 16:30 120 214 04:45 9 26 4 19 45 16:45 123 436 148 696 1132 05:00 7 7 17:00 168 247 05:15 9 10 17:15 166 206 05:30 16 9 17:30 162 176 05:45 26 58 28 54 112 17:45 125 621 121 750 1371 06:00 25 28 18:00 96 123 06:15 43 35 18:15 91 126 06:30 51 43 18:30 74 101 06:45 73 192 55 161 353 18:45 93 354 83 433 787 07:00 87 36 19:00 46 86 07:15 156 52 19:15 49 54 07:30 272 95 19:30 49 55 07:45 255 770 146 329 1099 19:45 44 188 60 255 443 08:00 162 140 20:00 47 58 08:15 158 101 20:15 43 68 08:30 149 90 20:30 35 46 08:45 147 616 114 445 1061 20:45 34 159 51 223 382 09:00 131 107 21:00 26 50 09:15 95 92 21:15 23 40 09:30 99 97 21:30 30 42 09:45 101 426 91 387 813 21:45 25 104 39 171 275 10:00 73 81 22:00 22 36 10:15 83 108 22:15 18 28 10:30 69 86 22:30 7 24 10:45 81 306 88 363 669 22:45 18 65 19 107 172 11:00 74 92 23:00 14 17 11:15 89 103 23:15 6 17 11:30 101 110 23:30 10 13 11:45 106 370 102 407 777 23:45 5 35 5 52 87 TOTALS:2800 2213 5013 TOTALS:3640 4756 8396 SPLIT 55.9%44.1%37.4%SPLIT 43.4%56.6%62.6% PEAK HOUR 07:30 07:30 07:30 PEAK HOUR 17:00 16:30 16:45 PH VOLUME 847 482 1329 PH VOLUME 621 815 1396 PHF 0.78 0.83 0.83 PHF 0.98 0.82 0.84 EB WB 6440 6969 13409 DAY'S TOTAL NB SB TOTAL AM COUNTS PM COUNTS CROSS STREETS: between Sydney St and Laurel Ln (s/o La Cita Ct)VICINITY:San Luis Obispo QTD PROJ/LOC #:2018229 - 091A GPS COORDINATES:35.2697, -120.64222 ON STREET: Johnson Ave START DATE:Wednesday, October 24, 2018 Phone: 877-852-4355 Fax: 877-877-3698 Info@QualityTrafficData.com QUALITY TRAFFIC DATA, LLC Page A-42 Appendix B: Traffic Volume Development Worksheets This page intentionally left blank Rate Years 1.4%2 AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Left 84 43 86 0 86 86 63 149 Through 3 3 1 0 1 1 1 2 Right 29 14 29 0 29 29 22 51 RTOR -- 0 0 0 0 0 0 0 Left 58 71 31 1 32 32 0 32 Through 0 2 0 0 0 0 1 1 Right 97 132 64 2 66 66 0 66 RTOR -- 0 0 0 0 0 0 0 Left 9 41 12 0 12 12 8 20 Through 659 1596 754 21 775 775 17 792 Right 41 122 28 1 29 29 0 29 RTOR -- 0 0 0 0 0 0 0 Left 108 167 52 1 53 53 0 53 Through 732 1129 850 24 874 874 6 880 Right 52 195 34 0 34 34 24 58 RTOR -- 0 0 0 0 0 0 0 0 1872 3515 1941 0 50 0 1991 0 0 0 1991 0 142 0 2133 3:15-4:15 7:30-8:30 4:15-5:15 Left 91 71 2 73 73 17 90 Through 0 3 0 3 3 0 3 Right 60 22 1 23 23 11 34 RTOR -- 55 2 57 57 0 57 Left 5 3 0 3 3 0 3 Through 2 2 0 2 2 0 2 Right 4 0 0 0 0 0 0 RTOR -- 2 0 2 2 0 2 Left 34 26 1 27 27 4 31 Through 728 712 20 732 732 8 740 Right 7 0 0 0 0 0 0 RTOR -- 0 0 0 0 0 0 Left 2 2 0 2 2 0 2 Through 696 807 23 830 830 22 852 Right 104 85 2 87 87 6 93 RTOR -- 2 0 2 2 0 2 0 1733 0 1792 0 51 0 1843 0 0 0 1843 0 68 0 1911 4:15-5:15 -- 4:15-5:15 Left 20 28 1 29 29 0 29 Through 2 1 0 1 1 0 1 Right 16 17 0 17 17 0 17 RTOR -- 0 0 0 0 0 0 Left 5 5 0 5 5 0 5 Through 10 8 0 8 8 0 8 Right 44 73 2 75 75 0 75 RTOR -- 0 0 0 0 0 0 Left 26 32 1 33 33 0 33 Through 844 839 24 863 863 31 894 Right 3 7 0 7 7 0 7 RTOR -- 0 0 0 0 0 0 Left 12 16 0 16 16 0 16 Through 443 429 12 441 441 12 453 Right 58 53 1 54 54 0 54 RTOR -- 0 0 0 0 0 0 1483 0 1508 0 41 0 1549 0 0 0 1549 0 43 0 1592 0 7:30-8:30 -- 7:30-8:30 -- -- -- -- -- -- -- -- -- -- -- -- -- SLO FMHC Vehicle Volume Development 1 Lizzie St @ Johnson AveElla St Total Lizzie St Lizzie St Johnson Ave Johnson Ave Eastbound Westbound DATA Count Data 2/23/ 2016 10/ 23/ 2018 Start Time Total Start Time Start Time Total Northbound Southbound Eastbound Westbound Northbound 3 Sydney St @ Johnson AveSouthboundJohnson Ave Johnson Ave Sydney St Northbound Southbound EastboundWestbound Intersection / Leg / Approach / Direction Sydney St Johnson AveElla St @ Johnson Ave2 Ella St Johnson Ave PROJECT EXISTING + Rate # of Years 1.4% 2 AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Left 1 7 1 0 0 7 1 7 1 14 2 14 2 Through 0 2 0 0 0 2 0 2 0 4 0 4 0 Right 0 0 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 3 0 0 0 0 0 0 0 0 0 0 0 0 Right 0 4 2 0 0 4 2 4 2 4 2 Left 0 0 1 0 0 0 1 0 1 0 2 0 2 Through 2 23 5 1 0 24 5 24 5 24 5 Right 0 0 0 0 0 0 0 0 0 0 0 Left 1 0 0 0 0 0 0 0 0 0 0 Through 2 1 6 0 0 1 6 1 6 1 6 Right 1 0 0 0 0 0 0 0 0 0 0 0 0 0 10 37 15 1 0 38 15 9 2 47 17 0 0 47 17 3:15-4:15 7:30-8:30 4:15-5:15 -- -- -- ---- -- -- -- -- -- -- -- Left 0 0 0 0 0 0 0 0 0 0 0 Through 0 0 0 0 0 0 0 0 0 0 0 Right 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 0 0 2 0 0 0 2 0 2 0 2 Right 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 2 20 5 1 0 21 5 0 1 21 6 21 6 Right 0 1 0 0 0 1 0 1 0 1 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 9 0 3 0 0 0 3 0 0 0 3 0 3 Right 1 0 0 0 0 0 0 0 0 0 0 0 12 21 10 1 0 22 10 0 1 22 11 0 0 22 11 4:15-5:15 7:30-8:30 4:15-5:15 -- -- -- -- Left 0 0 0 0 0 0 0 0 0 0 0 Through 0 0 0 0 0 0 0 0 0 0 0 Right 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 0 0 0 0 0 0 0 0 0 0 0 Right 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 1 0 0 0 1 0 1 0 1 Through 8 9 2 0 0 9 2 0 1 9 3 9 3 Right 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 Through 1 0 7 0 0 0 7 0 0 0 7 0 7 Right 0 3 0 0 0 3 0 3 0 3 0 9 0 12 10 0 0 12 10 0 1 12 11 0 0 12 11 7:30-8:30 -- 7:30-8:30 -- -- -- -- -- -- -- -- -- -- -- -- -- Notes: 1) Growth only applied to inbound and outbound AM/PM bike traffic at Lizzie & Johnson. Trips balanced throughout other intersections. SLO FMHC Bicycle Volume Development Total Start Time Total Start Time 2 Ella St @ Johnson AveElla St Eastbound Ella St Westbound Johnson Ave Northbound Johnson Ave Southbound 1 Total Start Time 3 Sydney St @ Johnson AveSydney St Eastbound Sydney St Westbound Johnson Ave Northbound Johnson Ave SouthboundLizzie St @ Johnson AveLizzie St Eastbound Lizzie St Westbound Johnson Ave Northbound Johnson Ave Southbound DATA Count Data 2/23/2016 10/23/2018 Intersection / Leg / Approach / Direction BACKGROUND GROWTH PROJECT ONLY GROWTH EXISTING + PROJECT Unbalanced Balance Adjustment Existing + Project Year 2020 Project Only Total Estimate Volume Percentage Volume Vehicles - V 1941 -- 142 Pedestrians - P 24 1.21%2 Bicycles - B 15 2 Total - T 1980 146 Project Only Total Estimate Volume Percentage Volume Vehicles - V 3515 -- 139 Pedestrians - P 20 0.56%1 Bicycles - B 37 9 Total - T 3572 149 Note: Calculations based on Lizzie St and Johnson Ave Intersection counts. Pedestrian Volume Estimate - Project Trips Existing 2018TotalPMPeakHour AM Peak Hour Existing 2018 Total Page B-3 Rate # of Years 1.4% 2 AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM 1 0 1 1 0 0 1 1 1 2 4 5 3 0 0 3 3 3 3 10 0 5 0 0 5 5 5 4 1 0 4 0 0 4 4 4 5 2 0 1 0 0 1 1 2 2 6 3 7 4 0 0 4 4 4 7 0 0 0 0 0 0 0 0 8 1 3 1 0 0 1 1 2 2 9 4 1 1 0 0 1 1 1 10 0 0 0 0 0 0 1 1 1 1 11 0 1 3 0 0 3 3 3 12 3 2 1 0 0 1 1 1 0 28 20 24 0 0 0 24 1 3 0 27 0 0 0 27 3:15-4:15 7:30-8:30 4:15-5:15 -- -- -- -- 1 2 2 0 0 2 2 2 2 2 0 0 0 0 0 0 3 2 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 4 0 0 0 0 0 0 6 3 0 0 0 0 0 0 7 0 1 0 0 1 1 1 8 2 0 0 0 0 0 0 9 0 1 0 0 1 1 1 10 0 0 0 0 0 0 0 11 1 0 0 0 0 0 0 12 4 0 0 0 0 1 1 1 1 0 20 0 4 0 0 0 4 1 1 0 5 0 0 0 5 4:15-5:15 -- 4:15-5:15 -- -- -- -- 1 2 4 0 0 4 4 4 2 0 1 0 0 1 1 1 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 5 2 3 0 0 3 3 3 6 0 1 0 0 1 1 1 7 1 0 0 0 0 0 0 8 0 15 0 0 15 15 15 9 4 2 0 0 2 2 2 10 2 0 0 0 0 0 0 11 3 2 0 0 2 2 2 12 3 0 0 0 0 1 1 1 1 17 0 28 0 0 0 28 0 1 1 29 0 0 0 29 0 7:30-8:30 -- 7:30-8:30 -- -- -- -- -- -- -- -- -- -- -- -- -- EXISTING PROJECT ONLY GROWTH SLO FMHC Pedestrian Volume Development 1 Lizzie St @ Johnson AveIntersection Direction DATA Count Data 2/23/ 2016 10/ 23/ 2018 EXISTING + PROJECT Unbalanced Balance Adjustment Existing Year 2020 + Project BACKGROUND GROWTH Total Start Time Start Time 3 Sydney St @ Johnson ADT Volume Development EXISTING PROJECT EXISTING +PROJECT Rate # of Years 10/23/2018 10/24/2018 1.4%2 9160 9246 9,200 9,500 657 10,200 9420 9558 9,500 9,800 657 10,500 18580 18804 18,700 19,300 1,314 20,700 8234 8311 8,300 8,500 263 8,800 8999 9212 9,100 9,400 263 9,700 17233 17523 17,400 17,900 526 18,500 6964 6994 7,000 7,200 263 7,500 7704 7841 7,800 8,000 263 8,300 14668 14835 14,800 15,200 526 15,800 6454 6440 6,400 6,600 263 6,900 6893 6969 6,900 7,100 263 7,400 13347 13409 13,400 13,700 526 14,300Total Northbound Southbound Northbound Southbound Northbound Southbound Northbound Southbound 3 Between Bishop St & Sydney St 4 Total Total Between Sydney St & Laurel Ln 1 GROWTH Average ADT 2018 Rounded) DATA 259 268 Count Data 2 Between Ella St & Bishop St Existing Year 2020 + Project ADT Rounded) 527 234 257 Total Between San Luis Dr & Ella St Segment Direction 180 195 375 Existing Year 2020 ADT Rounded) Project Generated ADT 220 417 491 197 Page B-5 Appendix C: Existing Condition Analysis Worksheets FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 12 775 29 53 874 34 86 1 29 32 0 66 Future Volume (vph) 12 775 29 53 874 34 86 1 29 32 0 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 110 0 90 0 0 90 0 50 Storage Lanes 1 0 1 0 0 1 1 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 1.00 0.98 Frt 0.995 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.953 0.950 Satd. Flow (prot) 1770 3517 0 1770 3513 0 0 1775 1583 0 1770 1583 Flt Permitted 0.950 0.950 0.700 0.693 Satd. Flow (perm) 1770 3517 0 1770 3513 0 0 1292 1561 0 1288 1549 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 5 76 80 Link Speed (mph) 35 35 30 30 Link Distance (ft) 714 640 307 354 Travel Time (s) 13.9 12.5 7.0 8.0 Confl. Peds. (#/hr) 5 4 8 2 2 8 Confl. Bikes (#/hr) 5 6 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 15 957 36 59 971 38 98 1 33 39 0 80 Shared Lane Traffic (%) Lane Group Flow (vph) 15 993 0 59 1009 0 0 99 33 0 39 80 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 51 106 51 106 51 106 51 51 106 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 4 8 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page C-1 FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 20.0 4.0 18.0 4.0 24.0 24.0 24.0 21.0 21.0 21.0 Minimum Split (s) 25.0 25.0 23.0 25.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s) 25.0 47.0 23.0 45.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 25.0% 47.0% 23.0% 45.0% 30.0% 30.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 20.0 42.0 18.0 40.0 25.0 25.0 25.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 5.0 2.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 16.0 16.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 5 4 2 2 2 8 8 8 Act Effct Green (s) 20.0 54.2 18.0 67.6 24.2 24.2 23.6 23.6 Actuated g/C Ratio 0.20 0.54 0.18 0.68 0.24 0.24 0.24 0.24 v/c Ratio 0.04 0.52 0.19 0.42 0.32 0.08 0.13 0.19 Control Delay 45.4 12.0 36.6 12.3 34.4 0.5 30.9 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 12.0 36.6 12.3 34.4 0.5 30.9 8.1 LOS D B D B C A C A Approach Delay 12.5 13.7 25.9 15.6 Approach LOS B B C B 90th %ile Green (s) 20.0 42.0 18.0 40.0 25.0 25.0 25.0 25.0 25.0 25.0 90th %ile Term Code Max Coord Max Coord Ped Ped Ped Ped Ped Ped 70th %ile Green (s) 0.0 43.0 18.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 70th %ile Term Code Skip Coord Min Coord Min Min Min Hold Hold Hold 50th %ile Green (s) 0.0 43.0 18.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Coord Min Coord Min Min Min Hold Hold Hold 30th %ile Green (s) 0.0 43.0 18.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Coord Min Coord Min Min Min Hold Hold Hold 10th %ile Green (s) 0.0 95.0 0.0 95.0 0.0 0.0 0.0 0.0 0.0 0.0 10th %ile Term Code Skip Coord Skip Coord Skip Skip Skip Skip Skip Skip Stops (vph) 14 250 45 436 69 0 25 12 Fuel Used(gal) 0 8 1 10 1 0 0 0 CO Emissions (g/hr) 19 559 68 682 84 5 30 25 NOx Emissions (g/hr) 4 109 13 133 16 1 6 5 VOC Emissions (g/hr) 5 130 16 158 19 1 7 6 Dilemma Vehicles (#) 0 50 0 38 0 0 0 0 Queue Length 50th (ft) 9 272 32 144 52 0 20 0 Queue Length 95th (ft) m20 m116 69 354 96 1 43 29 Internal Link Dist (ft) 634 560 227 274 Turn Bay Length (ft) 110 90 90 50 Base Capacity (vph) 354 1908 318 2376 323 447 322 447 Page C-2 FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.52 0.19 0.42 0.31 0.07 0.12 0.18 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 81: Lizzie & Johnson Page C-3 FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 12 775 29 53 874 34 86 1 29 32 0 66 Future Volume (veh/h) 12 775 29 53 874 34 86 1 29 32 0 66 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 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 957 36 59 971 38 98 1 33 39 0 80 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 121 1587 60 258 1852 72 72 0 392 72 0 392 Arrive On Green 0.14 0.91 0.91 0.15 0.53 0.53 0.25 0.25 0.25 0.25 0.00 0.25 Sat Flow, veh/h 1781 3488 131 1781 3482 136 0 2 1570 0 0 1570 Grp Volume(v), veh/h 15 488 505 59 496 513 99 0 33 39 0 80 Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1841 2 0 1570 0 0 1570 Q Serve(g_s), s 0.7 5.5 5.5 2.9 18.1 18.1 0.0 0.0 1.6 0.0 0.0 4.0 Cycle Q Clear(g_c), s 0.7 5.5 5.5 2.9 18.1 18.1 25.0 0.0 1.6 25.0 0.0 4.0 Prop In Lane 1.00 0.07 1.00 0.07 0.99 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 121 808 838 258 945 979 72 0 392 72 0 392 V/C Ratio(X) 0.12 0.60 0.60 0.23 0.52 0.52 1.37 0.00 0.08 0.54 0.00 0.20 Avail Cap(c_a), veh/h 356 808 838 321 945 979 72 0 392 72 0 392 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.6 2.7 2.7 37.8 15.2 15.2 49.9 0.0 28.7 50.0 0.0 29.6 Incr Delay (d2), s/veh 0.1 2.9 2.8 0.1 1.6 1.5 234.5 0.0 0.1 8.0 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 0.3 1.7 1.7 1.3 7.2 7.5 6.5 0.0 0.6 1.1 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.7 5.6 5.5 37.9 16.8 16.7 284.4 0.0 28.8 58.0 0.0 29.9 LnGrp LOS D A A D B B F A C E A C Approach Vol, veh/h 1008 1068 132 119 Approach Delay, s/veh 6.1 17.9 220.5 39.1 Approach LOS A B F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.5 50.5 30.0 11.8 58.2 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 42.0 25.0 20.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 4.9 7.5 27.0 2.7 20.1 27.0 Green Ext Time (p_c), s 0.1 15.1 0.0 0.0 11.3 0.0 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C Page C-4 FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.3 62.7 36.0 36.1 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control ActuatedActuatedActuatedActuated Corresponding Signal Phase 2 6 4 8 Effective Walk Time (s) 8.0 8.0 9.0 9.0 Right Corner Size A (ft) 6.0 6.0 6.0 6.0 Right Corner Size B (ft) 6.0 6.0 6.0 6.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 36.00 36.00 36.00 36.00 Ped. Left-Right Flow Rate (p/h) 1 5 1 4 Ped. Right-Left Flow Rate (p/h) 1 3 3 1 Ped. R. Sidewalk Flow Rate (p/h) 0 1 0 4 Veh. Perm. L. Flow in Walk (v/h) 0 0 86 32 Veh. Perm. R. Flow in Walk (v/h) 29 34 29 66 Veh. RTOR Flow in Walk (v/h) 0 0 0 0 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 4591.4 2476.1 5365.3 1887.3 Right Corner Quality of Service A A A A Ped. Circulation Area (sq.ft) 5340.7 1325.2 1735.0 1524.2 Crosswalk Circulation Code A A A A Pedestrian Delay (s/p) 42.3 42.3 41.4 41.4 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.77 2.81 2.13 2.06 Pedestrian Crosswalk LOS C C B B Page C-5 FHMC Transportation Analysis 2020 Existing PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 6 6 1 2 Total Flow Rate (veh/h) 1008 1068 132 119 Effct. Green for Bike (s) 54.2 67.6 24.2 23.6 Cross Street Width (ft) 36.1 36.0 61.3 62.7 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No Yes Bicycle Lane Capacity (bike/h) 1084 1352 484 472 Bicycle Delay (s/bike) 10.5 5.3 28.7 29.2 Bicycle Compliance Fair Good Fair Fair Bicycle LOS Score 1.66 1.71 2.72 2.72 Bicycle LOS B B C C Page C-6 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 27 732 0 2 830 89 73 3 80 3 2 2 Future Volume (vph) 27 732 0 2 830 89 73 3 80 3 2 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 100 0 100 0 0 75 0 75 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 0.99 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.954 0.972 Satd. Flow (prot) 1770 3539 0 1770 3478 0 0 1777 1583 0 1811 1583 Flt Permitted 0.950 0.950 0.131 Satd. Flow (perm) 1770 3539 0 1770 3478 0 0 244 1562 0 1862 1561 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)10 131 131 Link Speed (mph) 35 35 30 30 Link Distance (ft) 509 714 393 345 Travel Time (s) 9.9 13.9 8.9 7.8 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr) 5 3 2 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 33 882 0 2 912 98 109 4 119 7 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 33 882 0 2 1010 0 0 113 119 0 12 5 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 1 1 1 1 Detector Template Left Thru Left Thru Left Right Left Right Leading Detector (ft) 51 106 51 106 51 51 51 51 51 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 4 8 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page C-7 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 24.0 9.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (s) 9.0 27.0 9.0 27.0 35.0 35.0 35.0 29.0 29.0 29.0 Total Split (%) 9.0% 27.0% 9.0% 27.0% 35.0% 35.0% 35.0% 29.0% 29.0% 29.0% Maximum Green (s) 4.0 22.0 4.0 22.0 30.0 30.0 30.0 24.0 24.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 7.5 2.0 7.5 2.0 2.0 2.0 2.0 2.0 2.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 15.0 15.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 0 0 1 1 1 0 0 0 Act Effct Green (s) 6.5 53.5 4.7 48.0 30.0 30.0 5.5 5.5 Actuated g/C Ratio 0.06 0.54 0.05 0.48 0.30 0.30 0.06 0.06 v/c Ratio 0.29 0.47 0.02 0.60 1.55 0.21 0.12 0.02 Control Delay 50.4 17.2 63.5 16.2 332.5 4.9 47.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.4 17.2 63.5 16.2 332.5 4.9 47.0 0.0 LOS D B E B F A D A Approach Delay 18.4 16.3 164.5 33.2 Approach LOS B B F C 90th %ile Green (s) 8.7 38.1 5.2 34.6 30.0 30.0 30.0 6.7 6.7 6.7 90th %ile Term Code Gap Coord Gap Coord Max Max Max Gap Gap Gap 70th %ile Green (s) 7.4 49.3 0.0 36.9 30.0 30.0 30.0 5.7 5.7 5.7 70th %ile Term Code Gap Coord Skip Coord Max Max Max Gap Gap Gap 50th %ile Green (s) 6.4 60.0 0.0 48.6 30.0 30.0 30.0 0.0 0.0 0.0 50th %ile Term Code Gap Coord Skip Coord Max Max Max Skip Skip Skip 30th %ile Green (s) 0.0 60.0 0.0 60.0 30.0 30.0 30.0 0.0 0.0 0.0 30th %ile Term Code Skip Coord Skip Coord Max Max Max Skip Skip Skip 10th %ile Green (s) 0.0 60.0 0.0 60.0 30.0 30.0 30.0 0.0 0.0 0.0 10th %ile Term Code Skip Coord Skip Coord Max Max Max Skip Skip Skip Stops (vph) 26 449 3 518 51 9 5 0 Fuel Used(gal) 1 13 0 12 6 0 0 0 CO Emissions (g/hr) 51 914 4 816 396 26 6 0 NOx Emissions (g/hr) 10 178 1 159 77 5 1 0 VOC Emissions (g/hr) 12 212 1 189 92 6 1 0 Dilemma Vehicles (#) 0 37 0 63 0 0 0 0 Queue Length 50th (ft) 21 145 1 240 ~102 0 7 0 Queue Length 95th (ft) 46 274 m3 132 #146 9 12 0 Internal Link Dist (ft) 429 634 313 265 Turn Bay Length (ft) 100 100 75 75 Base Capacity (vph) 114 1892 83 1675 73 560 446 474 Page C-8 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.47 0.02 0.60 1.55 0.21 0.03 0.01 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.55 Intersection Signal Delay: 33.1 Intersection LOS: C Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 78: Ella & Johnson Page C-9 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 27 732 0 2 830 89 73 3 80 3 2 2 Future Volume (veh/h) 27 732 0 2 830 89 73 3 80 3 2 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 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 33 882 0 2 912 98 109 4 119 7 5 5 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 43 1947 0 4 1698 182 71 1 475 57 27 469 Arrive On Green 0.02 0.55 0.00 0.00 0.53 0.53 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 1781 3229 347 0 5 1583 0 89 1562 Grp Volume(v), veh/h 33 882 0 2 502 508 113 0 119 12 0 5 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1799 5 0 1583 89 0 1562 Q Serve(g_s), s 1.8 14.9 0.0 0.1 18.7 18.7 0.0 0.0 5.7 0.0 0.0 0.2 Cycle Q Clear(g_c), s 1.8 14.9 0.0 0.1 18.7 18.7 30.0 0.0 5.7 30.0 0.0 0.2 Prop In Lane 1.00 0.00 1.00 0.19 0.96 1.00 0.58 1.00 Lane Grp Cap(c), veh/h 43 1947 0 4 935 946 72 0 475 84 0 469 V/C Ratio(X) 0.77 0.45 0.00 0.52 0.54 0.54 1.57 0.00 0.25 0.14 0.00 0.01 Avail Cap(c_a), veh/h 71 1947 0 71 935 946 72 0 475 84 0 469 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 0.91 0.91 0.91 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.5 13.6 0.0 49.8 15.7 15.7 49.4 0.0 26.5 28.7 0.0 24.6 Incr Delay (d2), s/veh 10.4 0.8 0.0 32.1 2.0 2.0 311.7 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ile BackOfQ(50%),veh/ln 0.9 5.8 0.0 0.1 7.6 7.7 8.0 0.0 2.1 0.2 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.9 14.4 0.0 82.0 17.7 17.6 361.1 0.0 26.6 29.0 0.0 24.6 LnGrp LOS E B A F B B F A C C A C Approach Vol, veh/h 915 1012 232 17 Approach Delay, s/veh 16.0 17.8 189.5 27.7 Approach LOS B B F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.2 59.8 35.0 7.4 57.6 35.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 22.0 30.0 4.0 22.0 24.0 Max Q Clear Time (g_c+I1), s 2.1 16.9 32.0 3.8 20.7 32.0 Green Ext Time (p_c), s 0.0 4.2 0.0 0.0 1.2 0.0 Intersection Summary HCM 6th Ctrl Delay 35.4 HCM 6th LOS D Page C-10 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.6 61.4 36.1 35.9 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control None None None None Corresponding Signal Phase 4 8 6 2 Effective Walk Time (s) 0.0 0.0 0.0 0.0 Right Corner Size A (ft) 9.0 9.0 9.0 9.0 Right Corner Size B (ft) 9.0 9.0 9.0 9.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00 Ped. Left-Right Flow Rate (p/h) 1 0 0 0 Ped. Right-Left Flow Rate (p/h) 0 0 0 0 Ped. R. Sidewalk Flow Rate (p/h) 1 2 0 0 Veh. Perm. L. Flow in Walk (v/h) 0 0 73 3 Veh. Perm. R. Flow in Walk (v/h) 0 87 80 2 Veh. RTOR Flow in Walk (v/h) 0 2 57 2 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 36450.0 36450.0 72837.5 0.0 Right Corner Quality of Service A A A - Ped. Circulation Area (sq.ft) 0.2 0.0 0.0 0.0 Crosswalk Circulation Code F - - - Pedestrian Delay (s/p) 50.0 50.0 50.0 50.0 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.76 2.77 2.26 1.97 Pedestrian Crosswalk LOS C C B B Page C-11 FHMC Transportation Analysis 2020 Existing PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 5 3 0 2 Total Flow Rate (veh/h) 915 1012 232 17 Effct. Green for Bike (s) 53.5 48.0 30.0 5.5 Cross Street Width (ft) 35.9 36.1 61.6 61.4 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No No Bicycle Lane Capacity (bike/h) 1070 960 600 110 Bicycle Delay (s/bike) 10.8 13.5 24.5 44.7 Bicycle Compliance Fair Fair Fair Poor Bicycle LOS Score 1.58 1.66 2.88 2.53 Bicycle LOS B B C C Page C-12 This page intentionally left blank Appendix D: Existing + Project Analysis Worksheets FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 20 792 29 53 880 58 149 2 51 32 1 66 Future Volume (vph) 20 792 29 53 880 58 149 2 51 32 1 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 110 0 90 0 0 90 0 50 Storage Lanes 1 0 1 0 0 1 1 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.98 1.00 0.98 Frt 0.995 0.991 0.850 0.850 Flt Protected 0.950 0.950 0.953 0.954 Satd. Flow (prot) 1770 3517 0 1770 3500 0 0 1775 1583 0 1777 1583 Flt Permitted 0.950 0.950 0.699 0.690 Satd. Flow (perm) 1770 3517 0 1770 3500 0 0 1290 1559 0 1282 1549 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 8 76 80 Link Speed (mph) 35 35 30 30 Link Distance (ft) 714 640 307 354 Travel Time (s) 13.9 12.5 7.0 8.0 Confl. Peds. (#/hr) 6 4 8 3 3 8 Confl. Bikes (#/hr) 5 6 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 25 978 36 59 978 64 169 2 58 39 1 80 Shared Lane Traffic (%) Lane Group Flow (vph) 25 1014 0 59 1042 0 0 171 58 0 40 80 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 51 106 51 106 51 106 51 51 106 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 4 8 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page D-1 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 20.0 4.0 18.0 4.0 24.0 24.0 24.0 21.0 21.0 21.0 Minimum Split (s) 25.0 25.0 23.0 25.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s) 25.0 47.0 23.0 45.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 25.0% 47.0% 23.0% 45.0% 30.0% 30.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 20.0 42.0 18.0 40.0 25.0 25.0 25.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 5.0 2.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 16.0 16.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 5 4 2 2 2 8 8 8 Act Effct Green (s) 20.0 47.4 18.0 55.8 24.2 24.2 24.2 24.2 Actuated g/C Ratio 0.20 0.47 0.18 0.56 0.24 0.24 0.24 0.24 v/c Ratio 0.07 0.61 0.19 0.53 0.55 0.13 0.13 0.18 Control Delay 45.0 14.0 36.6 17.8 40.7 5.3 30.9 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 14.0 36.6 17.8 40.7 5.3 30.9 8.1 LOS D B D B D A C A Approach Delay 14.7 18.8 31.8 15.7 Approach LOS B B C B 90th %ile Green (s) 20.0 42.0 18.0 40.0 25.0 25.0 25.0 25.0 25.0 25.0 90th %ile Term Code Max Coord Max Coord Max Max Max Ped Ped Ped 70th %ile Green (s) 20.0 43.0 18.0 41.0 24.0 24.0 24.0 24.0 24.0 24.0 70th %ile Term Code Min Coord Min Coord Min Min Min Hold Hold Hold 50th %ile Green (s) 0.0 43.0 18.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 50th %ile Term Code Skip Coord Min Coord Min Min Min Hold Hold Hold 30th %ile Green (s) 0.0 43.0 18.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 30th %ile Term Code Skip Coord Min Coord Min Min Min Hold Hold Hold 10th %ile Green (s) 0.0 66.0 0.0 66.0 24.0 24.0 24.0 24.0 24.0 24.0 10th %ile Term Code Skip Coord Skip Coord Min Min Min Hold Hold Hold Stops (vph) 22 388 45 590 131 6 26 12 Fuel Used(gal) 0 9 1 12 2 0 0 0 CO Emissions (g/hr) 32 663 68 851 163 15 31 25 NOx Emissions (g/hr) 6 129 13 166 32 3 6 5 VOC Emissions (g/hr) 7 154 16 197 38 3 7 6 Dilemma Vehicles (#) 0 55 0 47 0 0 0 0 Queue Length 50th (ft) 16 283 32 150 96 0 20 0 Queue Length 95th (ft) m32 m124 69 369 159 20 43 29 Internal Link Dist (ft) 634 560 227 274 Turn Bay Length (ft) 110 90 90 50 Base Capacity (vph) 354 1669 318 1956 322 446 320 447 Page D-2 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.61 0.19 0.53 0.53 0.13 0.13 0.18 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 81: Lizzie & Johnson Page D-3 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 20 792 29 53 880 58 149 2 51 32 1 66 Future Volume (veh/h) 20 792 29 53 880 58 149 2 51 32 1 66 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 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 978 36 59 978 64 169 2 58 39 1 80 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 178 1588 58 258 1689 111 72 0 392 71 1 392 Arrive On Green 0.20 0.91 0.91 0.15 0.50 0.50 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3491 128 1781 3379 221 0 0 1570 0 4 1570 Grp Volume(v), veh/h 25 498 516 59 514 528 171 0 58 40 0 80 Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1823 0 0 1570 4 0 1570 Q Serve(g_s), s 1.2 5.7 5.7 2.9 20.4 20.4 0.0 0.0 2.9 0.0 0.0 4.0 Cycle Q Clear(g_c), s 1.2 5.7 5.7 2.9 20.4 20.4 25.0 0.0 2.9 25.0 0.0 4.0 Prop In Lane 1.00 0.07 1.00 0.12 0.99 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 178 808 838 258 888 911 72 0 392 72 0 392 V/C Ratio(X) 0.14 0.62 0.62 0.23 0.58 0.58 2.39 0.00 0.15 0.56 0.00 0.20 Avail Cap(c_a), veh/h 356 808 838 321 888 911 72 0 392 72 0 392 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.4 2.7 2.7 37.8 17.6 17.6 50.0 0.0 29.2 49.4 0.0 29.6 Incr Delay (d2), s/veh 0.1 3.1 3.0 0.1 2.1 2.1 665.6 0.0 0.2 9.0 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 0.5 1.7 1.8 1.3 8.3 8.5 15.0 0.0 1.1 1.2 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.6 5.8 5.7 37.9 19.7 19.7 715.6 0.0 29.4 58.4 0.0 29.9 LnGrp LOS D A A D B B F A C E A C Approach Vol, veh/h 1039 1101 229 120 Approach Delay, s/veh 6.5 20.7 541.8 39.4 Approach LOS A C F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.5 50.5 30.0 15.0 55.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 42.0 25.0 20.0 40.0 25.0 Max Q Clear Time (g_c+I1), s 4.9 7.7 27.0 3.2 22.4 27.0 Green Ext Time (p_c), s 0.1 15.5 0.0 0.0 10.7 0.0 Intersection Summary HCM 6th Ctrl Delay 63.6 HCM 6th LOS E Page D-4 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.3 62.7 36.0 36.1 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control ActuatedActuatedActuatedActuated Corresponding Signal Phase 2 6 4 8 Effective Walk Time (s) 8.0 8.0 9.0 9.0 Right Corner Size A (ft) 6.0 6.0 6.0 6.0 Right Corner Size B (ft) 6.0 6.0 6.0 6.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 36.00 36.00 36.00 36.00 Ped. Left-Right Flow Rate (p/h) 1 5 1 4 Ped. Right-Left Flow Rate (p/h) 2 3 3 2 Ped. R. Sidewalk Flow Rate (p/h) 0 1 1 4 Veh. Perm. L. Flow in Walk (v/h) 0 0 149 32 Veh. Perm. R. Flow in Walk (v/h) 29 58 51 66 Veh. RTOR Flow in Walk (v/h) 0 0 0 0 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 3565.2 2476.1 4024.0 1779.6 Right Corner Quality of Service A A A A Ped. Circulation Area (sq.ft) 3559.7 1249.1 899.9 1270.2 Crosswalk Circulation Code A A A A Pedestrian Delay (s/p) 42.3 42.3 41.4 41.4 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.79 2.84 2.26 2.06 Pedestrian Crosswalk LOS C C B B Page D-5 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 7 6 2 2 Total Flow Rate (veh/h) 1039 1101 229 120 Effct. Green for Bike (s) 47.4 55.8 24.2 24.2 Cross Street Width (ft) 36.1 36.0 61.3 62.7 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No Yes Bicycle Lane Capacity (bike/h) 948 1116 484 484 Bicycle Delay (s/bike) 13.9 9.8 28.8 28.8 Bicycle Compliance Fair Good Fair Fair Bicycle LOS Score 1.68 1.73 2.88 2.72 Bicycle LOS B B C C Page D-6 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 31 740 0 2 852 95 90 3 91 3 2 2 Future Volume (vph) 31 740 0 2 852 95 90 3 91 3 2 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 100 0 100 0 0 75 0 75 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 0.99 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.954 0.972 Satd. Flow (prot) 1770 3539 0 1770 3477 0 0 1777 1583 0 1811 1583 Flt Permitted 0.950 0.950 0.131 Satd. Flow (perm) 1770 3539 0 1770 3477 0 0 244 1562 0 1862 1561 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)11 136 131 Link Speed (mph) 35 35 30 30 Link Distance (ft) 509 714 393 345 Travel Time (s) 9.9 13.9 8.9 7.8 Confl. Peds. (#/hr)1 1 1 Confl. Bikes (#/hr) 6 3 2 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 37 892 0 2 936 104 134 4 136 7 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 37 892 0 2 1040 0 0 138 136 0 12 5 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 1 1 1 1 Detector Template Left Thru Left Thru Left Right Left Right Leading Detector (ft) 51 106 51 106 51 51 51 51 51 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 4 8 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page D-7 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 24.0 9.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (s) 9.0 27.0 9.0 27.0 35.0 35.0 35.0 29.0 29.0 29.0 Total Split (%) 9.0% 27.0% 9.0% 27.0% 35.0% 35.0% 35.0% 29.0% 29.0% 29.0% Maximum Green (s) 4.0 22.0 4.0 22.0 30.0 30.0 30.0 24.0 24.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 7.5 2.0 7.5 2.0 2.0 2.0 2.0 2.0 2.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 15.0 15.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 0 0 1 1 1 0 0 0 Act Effct Green (s) 6.7 53.5 4.7 47.8 30.0 30.0 5.5 5.5 Actuated g/C Ratio 0.07 0.54 0.05 0.48 0.30 0.30 0.06 0.06 v/c Ratio 0.31 0.47 0.02 0.62 1.89 0.24 0.12 0.02 Control Delay 50.6 17.3 67.0 14.4 472.6 5.8 47.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 17.3 67.0 14.4 472.6 5.8 47.0 0.0 LOS D B E B F A D A Approach Delay 18.6 14.5 240.9 33.2 Approach LOS B B F C 90th %ile Green (s) 9.1 38.1 5.2 34.2 30.0 30.0 30.0 6.7 6.7 6.7 90th %ile Term Code Gap Coord Gap Coord Max Max Max Gap Gap Gap 70th %ile Green (s) 7.7 49.3 0.0 36.6 30.0 30.0 30.0 5.7 5.7 5.7 70th %ile Term Code Gap Coord Skip Coord Max Max Max Gap Gap Gap 50th %ile Green (s) 6.7 60.0 0.0 48.3 30.0 30.0 30.0 0.0 0.0 0.0 50th %ile Term Code Gap Coord Skip Coord Max Max Max Skip Skip Skip 30th %ile Green (s) 0.0 60.0 0.0 60.0 30.0 30.0 30.0 0.0 0.0 0.0 30th %ile Term Code Skip Coord Skip Coord Max Max Max Skip Skip Skip 10th %ile Green (s) 0.0 60.0 0.0 60.0 30.0 30.0 30.0 0.0 0.0 0.0 10th %ile Term Code Skip Coord Skip Coord Max Max Max Skip Skip Skip Stops (vph) 30 455 4 422 61 12 5 0 Fuel Used(gal) 1 13 0 11 9 0 0 0 CO Emissions (g/hr) 58 926 5 756 662 32 6 0 NOx Emissions (g/hr) 11 180 1 147 129 6 1 0 VOC Emissions (g/hr) 14 215 1 175 153 7 1 0 Dilemma Vehicles (#) 0 37 0 68 0 0 0 0 Queue Length 50th (ft) 23 148 1 252 ~135 0 7 0 Queue Length 95th (ft) 50 278 m3 #162 #178 15 12 0 Internal Link Dist (ft) 429 634 313 265 Turn Bay Length (ft) 100 100 75 75 Base Capacity (vph) 119 1892 83 1668 73 563 446 474 Page D-8 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.47 0.02 0.62 1.89 0.24 0.03 0.01 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.89 Intersection Signal Delay: 43.7 Intersection LOS: D Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 78: Ella & Johnson Page D-9 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 31 740 0 2 852 95 90 3 91 3 2 2 Future Volume (veh/h) 31 740 0 2 852 95 90 3 91 3 2 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 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 892 0 2 936 104 134 4 136 7 5 5 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 47 1947 0 4 1685 187 71 1 475 57 27 469 Arrive On Green 0.03 0.55 0.00 0.00 0.52 0.52 0.30 0.30 0.30 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 1781 3216 357 0 4 1583 0 89 1562 Grp Volume(v), veh/h 37 892 0 2 517 523 138 0 136 12 0 5 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1796 4 0 1583 89 0 1562 Q Serve(g_s), s 2.1 15.2 0.0 0.1 19.5 19.6 0.0 0.0 6.6 0.0 0.0 0.2 Cycle Q Clear(g_c), s 2.1 15.2 0.0 0.1 19.5 19.6 30.0 0.0 6.6 30.0 0.0 0.2 Prop In Lane 1.00 0.00 1.00 0.20 0.97 1.00 0.58 1.00 Lane Grp Cap(c), veh/h 47 1947 0 4 931 941 72 0 475 84 0 469 V/C Ratio(X) 0.80 0.46 0.00 0.52 0.56 0.56 1.91 0.00 0.29 0.14 0.00 0.01 Avail Cap(c_a), veh/h 71 1947 0 71 931 941 72 0 475 84 0 469 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 0.85 0.85 0.85 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 13.6 0.0 49.8 16.0 16.0 49.5 0.0 26.8 28.7 0.0 24.6 Incr Delay (d2), s/veh 15.0 0.8 0.0 30.2 2.0 2.0 458.5 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ile BackOfQ(50%),veh/ln 1.1 5.8 0.0 0.1 7.9 8.0 11.0 0.0 2.5 0.2 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.4 14.4 0.0 80.1 18.0 18.0 508.1 0.0 26.9 29.0 0.0 24.6 LnGrp LOS E B A F B B F A C C A C Approach Vol, veh/h 929 1042 274 17 Approach Delay, s/veh 16.4 18.1 269.2 27.7 Approach LOS B B F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.2 59.8 35.0 7.6 57.4 35.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 22.0 30.0 4.0 22.0 24.0 Max Q Clear Time (g_c+I1), s 2.1 17.2 32.0 4.1 21.6 32.0 Green Ext Time (p_c), s 0.0 4.1 0.0 0.0 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay 47.9 HCM 6th LOS D Page D-10 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.6 61.4 36.1 35.9 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control None None None None Corresponding Signal Phase 4 8 6 2 Effective Walk Time (s) 0.0 0.0 0.0 0.0 Right Corner Size A (ft) 9.0 9.0 9.0 9.0 Right Corner Size B (ft) 9.0 9.0 9.0 9.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00 Ped. Left-Right Flow Rate (p/h) 1 0 1 0 Ped. Right-Left Flow Rate (p/h) 0 0 0 0 Ped. R. Sidewalk Flow Rate (p/h) 1 2 0 0 Veh. Perm. L. Flow in Walk (v/h) 0 0 90 3 Veh. Perm. R. Flow in Walk (v/h) 0 95 91 2 Veh. RTOR Flow in Walk (v/h) 0 2 57 2 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 36450.0 24279.2 36418.8 0.0 Right Corner Quality of Service A A A - Ped. Circulation Area (sq.ft) 0.2 0.0 0.3 0.0 Crosswalk Circulation Code F - F - Pedestrian Delay (s/p) 50.0 50.0 50.0 50.0 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.77 2.79 2.30 1.97 Pedestrian Crosswalk LOS C C B B Page D-11 FHMC Transportation Analysis 2020 Existing+Project PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 6 3 0 2 Total Flow Rate (veh/h) 929 1042 274 17 Effct. Green for Bike (s) 53.5 47.8 30.0 5.5 Cross Street Width (ft) 35.9 36.1 61.6 61.4 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No No Bicycle Lane Capacity (bike/h) 1070 956 600 110 Bicycle Delay (s/bike) 10.8 13.6 24.5 44.7 Bicycle Compliance Fair Fair Fair Poor Bicycle LOS Score 1.59 1.69 2.95 2.53 Bicycle LOS B B C C Page D-12 This page intentionally left blank Appendix E: Existing + Project + Mitigation Analysis Worksheets This page intentionally left blank FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 20 792 29 53 880 58 149 2 51 32 1 66 Future Volume (vph) 20 792 29 53 880 58 149 2 51 32 1 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 110 0 90 0 0 90 0 50 Storage Lanes 1 0 1 0 0 1 1 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.98 1.00 0.98 Frt 0.995 0.991 0.850 0.850 Flt Protected 0.950 0.950 0.953 0.954 Satd. Flow (prot) 1770 3516 0 1770 3498 0 0 1775 1583 0 1777 1583 Flt Permitted 0.950 0.950 0.953 0.954 Satd. Flow (perm) 1770 3516 0 1770 3498 0 0 1757 1558 0 1771 1547 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 5 114 114 Link Speed (mph) 35 35 30 30 Link Distance (ft) 714 640 307 354 Travel Time (s) 13.9 12.5 7.0 8.0 Confl. Peds. (#/hr) 6 4 8 3 3 8 Confl. Bikes (#/hr) 5 6 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 25 978 36 59 978 64 169 2 58 39 1 80 Shared Lane Traffic (%) Lane Group Flow (vph) 25 1014 0 59 1042 0 0 171 58 0 40 80 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 51 106 51 106 51 106 51 51 106 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 4 4 8 8 Permitted Phases 4 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page E-1 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 20.0 4.0 18.0 4.0 24.0 24.0 24.0 21.0 21.0 21.0 Minimum Split (s) 25.0 25.0 23.0 25.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s) 25.0 32.0 23.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%) 21.7% 27.8% 20.0% 26.1% 26.1% 26.1% 26.1% 26.1% 26.1% 26.1% Maximum Green (s) 20.0 27.0 18.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 5.0 2.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 16.0 16.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 5 4 2 2 2 8 8 8 Act Effct Green (s) 20.0 40.8 18.0 49.2 24.2 24.2 21.8 21.8 Actuated g/C Ratio 0.17 0.35 0.16 0.43 0.21 0.21 0.19 0.19 v/c Ratio 0.08 0.81 0.21 0.70 0.46 0.14 0.12 0.21 Control Delay 43.6 36.2 44.7 34.4 44.2 0.7 39.1 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.6 36.2 44.7 34.4 44.2 0.7 39.1 3.9 LOS D D D C D A D A Approach Delay 36.4 34.9 33.2 15.7 Approach LOS D C C B 90th %ile Green (s) 20.0 27.0 18.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 90th %ile Term Code Max Coord Max Coord Ped Ped Ped Ped Ped Ped 70th %ile Green (s) 20.0 32.0 18.0 30.0 24.0 24.0 24.0 21.0 21.0 21.0 70th %ile Term Code Min Coord Min Coord Min Min Min Min Min Min 50th %ile Green (s) 0.0 32.0 18.0 55.0 24.0 24.0 24.0 21.0 21.0 21.0 50th %ile Term Code Skip Coord Min Coord Min Min Min Min Min Min 30th %ile Green (s) 0.0 32.0 18.0 55.0 24.0 24.0 24.0 21.0 21.0 21.0 30th %ile Term Code Skip Coord Min Coord Min Min Min Min Min Min 10th %ile Green (s) 0.0 81.0 0.0 81.0 24.0 24.0 24.0 0.0 0.0 0.0 10th %ile Term Code Skip Coord Skip Coord Min Min Min Skip Skip Skip Stops (vph) 14 606 46 591 128 0 27 4 Fuel Used(gal) 0 15 1 15 2 0 1 0 CO Emissions (g/hr) 27 1037 75 1073 169 9 35 18 NOx Emissions (g/hr) 5 202 15 209 33 2 7 3 VOC Emissions (g/hr) 6 240 17 249 39 2 8 4 Dilemma Vehicles (#) 0 27 0 35 0 0 0 0 Queue Length 50th (ft) 11 ~428 39 291 112 0 25 0 Queue Length 95th (ft) m32 m#466 79 #672 175 0 49 11 Internal Link Dist (ft) 634 560 227 274 Turn Bay Length (ft) 110 90 90 50 Base Capacity (vph) 307 1249 277 1499 385 427 386 425 Page E-2 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.81 0.21 0.70 0.44 0.14 0.10 0.19 Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 34.4 Intersection LOS: C Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 81: Lizzie & Johnson Page E-3 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 20 792 29 53 880 58 149 2 51 32 1 66 Future Volume (veh/h) 20 792 29 53 880 58 149 2 51 32 1 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 978 36 59 978 64 169 2 58 39 1 80 Peak Hour Factor 0.81 0.81 0.81 0.90 0.90 0.90 0.88 0.88 0.88 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 170 1048 39 236 1140 75 369 4 328 319 8 287 Arrive On Green 0.19 0.60 0.60 0.13 0.34 0.34 0.21 0.21 0.21 0.18 0.18 0.18 Sat Flow, veh/h 1781 3490 128 1781 3378 221 1761 21 1567 1739 45 1564 Grp Volume(v), veh/h 25 498 516 59 514 528 171 0 58 40 0 80 Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1822 1782 0 1567 1783 0 1564 Q Serve(g_s), s 1.3 29.3 29.3 3.4 31.1 31.1 9.6 0.0 3.5 2.2 0.0 5.1 Cycle Q Clear(g_c), s 1.3 29.3 29.3 3.4 31.1 31.1 9.6 0.0 3.5 2.2 0.0 5.1 Prop In Lane 1.00 0.07 1.00 0.12 0.99 1.00 0.97 1.00 Lane Grp Cap(c), veh/h 170 534 553 236 600 615 374 0 328 327 0 287 V/C Ratio(X) 0.15 0.93 0.93 0.25 0.86 0.86 0.46 0.00 0.18 0.12 0.00 0.28 Avail Cap(c_a), veh/h 310 534 553 279 600 615 387 0 341 388 0 340 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.77 0.77 0.77 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.6 21.9 21.9 44.7 35.5 35.5 39.7 0.0 37.3 39.2 0.0 40.4 Incr Delay (d2), s/veh 0.1 23.9 23.3 0.2 11.8 11.6 0.9 0.0 0.3 0.2 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 0.6 10.9 11.3 1.5 15.0 15.4 4.3 0.0 1.4 1.0 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 45.8 45.2 44.9 47.3 47.1 40.6 0.0 37.6 39.4 0.0 40.9 LnGrp LOS D D D D D D D A D D A D Approach Vol, veh/h 1039 1101 229 120 Approach Delay, s/veh 45.4 47.1 39.8 40.4 Approach LOS D D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.3 39.5 29.1 16.0 43.8 26.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 27.0 25.0 20.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 5.4 31.3 11.6 3.3 33.1 7.1 Green Ext Time (p_c), s 0.1 0.0 1.0 0.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 45.4 HCM 6th LOS D Page E-4 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.3 62.7 36.0 36.1 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control ActuatedActuatedActuatedActuated Corresponding Signal Phase 2 6 4 8 Effective Walk Time (s) 8.0 8.0 9.0 9.0 Right Corner Size A (ft) 6.0 6.0 6.0 6.0 Right Corner Size B (ft) 6.0 6.0 6.0 6.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 36.00 36.00 36.00 36.00 Ped. Left-Right Flow Rate (p/h) 1 5 1 4 Ped. Right-Left Flow Rate (p/h) 2 3 3 2 Ped. R. Sidewalk Flow Rate (p/h) 0 1 1 4 Veh. Perm. L. Flow in Walk (v/h) 0 0 149 32 Veh. Perm. R. Flow in Walk (v/h) 29 58 51 66 Veh. RTOR Flow in Walk (v/h) 0 0 0 0 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 3559.0 2473.3 4019.3 1775.9 Right Corner Quality of Service A A A A Ped. Circulation Area (sq.ft) 3062.5 1061.9 526.2 1020.8 Crosswalk Circulation Code A A A A Pedestrian Delay (s/p) 49.8 49.8 48.9 48.9 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.79 2.84 2.27 2.07 Pedestrian Crosswalk LOS C C B B Page E-5 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 81: Lizzie & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 7 6 2 2 Total Flow Rate (veh/h) 1039 1101 229 120 Effct. Green for Bike (s) 40.8 49.2 24.2 21.8 Cross Street Width (ft) 36.1 36.0 61.3 62.7 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No Yes Bicycle Lane Capacity (bike/h) 710 856 421 379 Bicycle Delay (s/bike) 24.0 18.9 35.9 37.8 Bicycle Compliance Fair Fair Poor Poor Bicycle LOS Score 1.68 1.73 2.88 2.72 Bicycle LOS B B C C Page E-6 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (vph) 31 740 0 2 852 95 90 3 91 3 2 2 Future Volume (vph) 31 740 0 2 852 95 90 3 91 3 2 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 100 0 100 0 0 75 0 75 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 0.99 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.954 0.972 Satd. Flow (prot) 1770 3539 0 1770 3477 0 0 1777 1583 0 1811 1583 Flt Permitted 0.950 0.950 0.134 Satd. Flow (perm) 1770 3539 0 1770 3477 0 0 250 1562 0 1861 1561 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)11 136 114 Link Speed (mph) 35 35 30 30 Link Distance (ft) 509 714 393 345 Travel Time (s) 9.9 13.9 8.9 7.8 Confl. Peds. (#/hr)1 1 1 Confl. Bikes (#/hr) 6 3 2 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 37 892 0 2 936 104 134 4 136 7 5 5 Shared Lane Traffic (%) Lane Group Flow (vph) 37 892 0 2 1040 0 0 138 136 0 12 5 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 10 10 10 10 Two way Left Turn Lane Yes Yes Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 1 1 1 1 Detector Template Left Thru Left Thru Left Right Left Right Leading Detector (ft) 51 106 51 106 51 51 51 51 51 51 Trailing Detector (ft) 1 1 1 1 1 1 1 1 1 1 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 4 8 Permitted Phases 4 4 8 8 Detector Phase 5 2 1 6 4 4 4 8 8 8 Switch Phase Page E-7 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Minimum Initial (s) 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.0 24.0 9.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (s) 9.0 43.0 9.0 43.0 34.0 34.0 34.0 29.0 29.0 29.0 Total Split (%) 7.8% 37.4% 7.8% 37.4% 29.6% 29.6% 29.6% 25.2% 25.2% 25.2% Maximum Green (s) 4.0 38.0 4.0 38.0 29.0 29.0 29.0 24.0 24.0 24.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 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 Optimize? Yes Yes Yes Yes Vehicle Extension (s) 2.0 7.5 2.0 7.5 2.0 2.0 2.0 2.0 2.0 2.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None C-Min None C-Min None None None None None None Walk Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Flash Dont Walk (s) 15.0 15.0 20.0 20.0 20.0 20.0 20.0 20.0 Pedestrian Calls (#/hr) 0 0 1 1 1 0 0 0 Act Effct Green (s) 7.2 68.9 4.7 60.8 29.5 29.5 5.6 5.6 Actuated g/C Ratio 0.06 0.60 0.04 0.53 0.26 0.26 0.05 0.05 v/c Ratio 0.34 0.42 0.03 0.56 2.16 0.27 0.13 0.03 Control Delay 59.3 14.5 55.5 24.4 592.5 7.2 55.2 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.3 14.5 55.5 24.4 592.5 7.2 55.2 0.5 LOS E B E C F A E A Approach Delay 16.2 24.5 302.0 39.1 Approach LOS B C F D 90th %ile Green (s) 9.6 53.9 5.2 49.5 29.0 29.0 29.0 6.9 6.9 6.9 90th %ile Term Code Gap Coord Gap Coord Max Max Max Gap Gap Gap 70th %ile Green (s) 8.3 65.1 0.0 51.8 29.0 29.0 29.0 5.9 5.9 5.9 70th %ile Term Code Gap Coord Skip Coord Max Max Max Gap Gap Gap 50th %ile Green (s) 7.1 76.0 0.0 63.9 29.0 29.0 29.0 0.0 0.0 0.0 50th %ile Term Code Gap Coord Skip Coord Max Max Max Skip Skip Skip 30th %ile Green (s) 6.0 76.0 0.0 65.0 29.0 29.0 29.0 0.0 0.0 0.0 30th %ile Term Code Gap Coord Skip Coord Max Max Max Skip Skip Skip 10th %ile Green (s) 0.0 73.6 0.0 73.6 31.4 31.4 31.4 0.0 0.0 0.0 10th %ile Term Code Skip Coord Skip Coord Max Max Max Skip Skip Skip Stops (vph) 30 390 3 366 59 12 5 0 Fuel Used(gal) 1 12 0 12 12 0 0 0 CO Emissions (g/hr) 62 868 4 862 818 33 7 0 NOx Emissions (g/hr) 12 169 1 168 159 7 1 0 VOC Emissions (g/hr) 14 201 1 200 190 8 2 0 Dilemma Vehicles (#) 0 32 0 96 0 0 0 0 Queue Length 50th (ft) 27 143 2 70 ~164 0 9 0 Queue Length 95th (ft) 56 268 m4 358 #206 15 14 0 Internal Link Dist (ft) 429 634 313 265 Turn Bay Length (ft) 100 100 75 75 Base Capacity (vph) 110 2120 72 1842 64 501 388 415 Page E-8 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Lane Group NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.42 0.03 0.56 2.16 0.27 0.03 0.01 Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.16 Intersection Signal Delay: 54.8 Intersection LOS: D Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 78: Ella & Johnson Page E-9 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) 31 740 0 2 852 95 90 3 91 3 2 2 Future Volume (veh/h) 31 740 0 2 852 95 90 3 91 3 2 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 0.98 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 892 0 2 936 104 134 4 136 7 5 5 Peak Hour Factor 0.83 0.83 0.83 0.91 0.91 0.91 0.67 0.67 0.67 0.44 0.44 0.44 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 47 2186 0 4 1901 211 62 1 399 50 23 394 Arrive On Green 0.03 0.62 0.00 0.00 0.59 0.59 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3647 0 1781 3216 357 0 4 1583 0 92 1561 Grp Volume(v), veh/h 37 892 0 2 517 523 138 0 136 12 0 5 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1796 4 0 1583 92 0 1561 Q Serve(g_s), s 2.4 14.8 0.0 0.1 19.3 19.3 0.0 0.0 8.1 0.0 0.0 0.3 Cycle Q Clear(g_c), s 2.4 14.8 0.0 0.1 19.3 19.3 29.0 0.0 8.1 29.0 0.0 0.3 Prop In Lane 1.00 0.00 1.00 0.20 0.97 1.00 0.58 1.00 Lane Grp Cap(c), veh/h 47 2186 0 4 1050 1062 63 0 399 73 0 394 V/C Ratio(X) 0.79 0.41 0.00 0.52 0.49 0.49 2.20 0.00 0.34 0.16 0.00 0.01 Avail Cap(c_a), veh/h 62 2186 0 62 1050 1062 63 0 399 73 0 394 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 0.69 0.69 0.69 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.7 11.4 0.0 57.3 13.6 13.6 57.1 0.0 35.2 35.7 0.0 32.3 Incr Delay (d2), s/veh 28.4 0.6 0.0 25.3 1.1 1.1 589.2 0.0 0.2 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ile BackOfQ(50%),veh/ln 1.4 5.6 0.0 0.1 7.6 7.7 12.1 0.0 3.1 0.3 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.0 11.9 0.0 82.7 14.7 14.7 646.2 0.0 35.4 36.1 0.0 32.3 LnGrp LOS F B A F B B F A D D A C Approach Vol, veh/h 929 1042 274 17 Approach Delay, s/veh 14.8 14.8 343.0 34.9 Approach LOS B B F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.2 75.8 34.0 8.0 73.0 34.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 38.0 29.0 4.0 38.0 24.0 Max Q Clear Time (g_c+I1), s 2.1 16.8 31.0 4.4 21.3 31.0 Green Ext Time (p_c), s 0.0 15.1 0.0 0.0 13.5 0.0 Intersection Summary HCM 6th Ctrl Delay 54.7 HCM 6th LOS D Page E-10 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Crosswalk Length (ft) 61.6 61.4 36.1 35.9 Crosswalk Width (ft) 12.0 12.0 12.0 12.0 Total Number of Lanes Crossed 5 5 3 3 Number of Right-Turn Islands 0 0 0 0 Type of Control None None None None Corresponding Signal Phase 4 8 6 2 Effective Walk Time (s) 0.0 0.0 0.0 0.0 Right Corner Size A (ft) 9.0 9.0 9.0 9.0 Right Corner Size B (ft) 9.0 9.0 9.0 9.0 Right Corner Curb Radius (ft) 0.0 0.0 0.0 0.0 Right Corner Total Area (sq.ft) 81.00 81.00 81.00 81.00 Ped. Left-Right Flow Rate (p/h) 1 0 1 0 Ped. Right-Left Flow Rate (p/h) 0 0 0 0 Ped. R. Sidewalk Flow Rate (p/h) 1 2 0 0 Veh. Perm. L. Flow in Walk (v/h) 0 0 90 3 Veh. Perm. R. Flow in Walk (v/h) 0 95 91 2 Veh. RTOR Flow in Walk (v/h) 0 2 57 2 85th percentile speed (mph) 35 35 30 30 Right Corner Area per Ped (sq.ft) 36450.0 24276.0 36414.1 0.0 Right Corner Quality of Service A A A - Ped. Circulation Area (sq.ft) 0.2 0.0 0.3 0.0 Crosswalk Circulation Code F - F - Pedestrian Delay (s/p) 57.5 57.5 57.5 57.5 Pedestrian Compliance Code Poor Poor Poor Poor Pedestrian Crosswalk Score 2.78 2.79 2.31 1.97 Pedestrian Crosswalk LOS C C B B Page E-11 FHMC Transportation Analysis 2020 Existing+Project+Mitigation PM Peak Hour 78: Ella & Johnson Synchro 10 Report Approach NB SB NE SW Bicycle Flow Rate (bike/h) 6 3 0 2 Total Flow Rate (veh/h) 929 1042 274 17 Effct. Green for Bike (s) 68.9 60.8 29.5 5.6 Cross Street Width (ft) 35.9 36.1 61.6 61.4 Through Lanes Number 2 2 1 1 Through Lane Width (ft) 12.0 12.0 12.0 12.0 Bicycle Lane Width (ft) 6.0 6.0 0.0 0.0 Striped Parking Lane Width (ft) 0.0 0.0 0.0 0.0 Paved Shoulder Width (ft) 0.0 0.0 0.0 0.0 Curb Is Present? Yes Yes Yes Yes On Street Parking? No No No No Bicycle Lane Capacity (bike/h) 1198 1057 513 97 Bicycle Delay (s/bike) 9.3 12.8 31.8 52.1 Bicycle Compliance Good Fair Poor Poor Bicycle LOS Score 1.59 1.69 2.95 2.53 Bicycle LOS B B C C Page E-12