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Appendix I-1 - Final Traffic Impact Assessment
WALNUT STREET AND HIGHLAND AVENUE RESIDENTIAL TRAFFIC IMPACT ANALYSIS OCTOBER 6, 2025 PREPARED FOR: DIVERSIFIED PACIFIC COMMUNITIES 10624 Civic Center Drive Rancho Cucamonga, California 91730 PREPARED BY: translutions, inc. 17632 Irvine Boulevard, Suite 200 Tustin, California 92780 (949) 656-3131 translutionsthe transportation solu tions company... Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY ....................................................................................................................................... 1 1.1 LOS Analysis Summary ..................................................................................................................................... 1 1.2 Circulation Improvements Summary .......................................................................................................... 1 2.0 INTRODUCTION ..................................................................................................................................................... 2 2.1 Purpose of Traffic Study and Study Objectives ..................................................................................... 2 2.2 Project Location & Study Area ...................................................................................................................... 2 2.3 Analysis Scenarios .............................................................................................................................................. 6 3.0 PROJECT DESCRIPTION ................................................................................................................................... 6 3.1 Project Trip Generation .................................................................................................................................... 6 3.2 Project Trip Distribution & Assignment ..................................................................................................... 6 4.0 LOS DEFINITIONS, PROCEDURES, AND THRESHOLDS ................................................................... 6 4.1 Levels of Service .................................................................................................................................................. 6 4.2 Levels of Service Standards ......................................................................................................................... 11 4.3 Determination of Effects ................................................................................................................................. 11 5.0 VOLUME DEVELOPMENT METHODOLOGY ............................................................................................ 11 5.1 Existing Traffic Volumes ................................................................................................................................. 11 5.2 Opening Year (2026) Without Project Traffic Volumes .................................................................... 11 5.3 Future Build-Out Year (2050) Without Project Traffic Volumes ................................................... 11 5.4 With Project Traffic Volumes ........................................................................................................................ 12 6.0 EXISTING CONDITIONS ................................................................................................................................... 12 6.1 Existing Roadway Conditions ....................................................................................................................... 12 6.2 Existing Transit Service .................................................................................................................................. 12 6.3 Existing Bicycle & Pedestrian Facilities .................................................................................................. 14 6.4 Existing Levels of Service .............................................................................................................................. 14 7.0 OPENING YEAR (2026) CONDITIONS ........................................................................................................ 14 7.1 Opening Year (2026) Roadway Conditions ............................................................................................ 14 7.2 Opening Year (2026) Transit Service ....................................................................................................... 14 7.3 Opening Year (2026) Pedestrian & Bicycle Facilities ....................................................................... 14 7.4 Opening Year (2026) Without Project Levels of Service .................................................................. 14 7.5 Opening Year (2026) With Project Levels of Service ........................................................................ 22 8.0 FUTURE BUILD-OUT YEAR (2050) CONDITIONS................................................................................. 22 8.1 Future Build-Out Year (2050) Roadway Conditions ........................................................................... 22 8.2 Future Build-Out Year (2050) Transit Service ...................................................................................... 22 8.3 Future Build-Out Year (2050) Pedestrian & Bicycle Facilities ...................................................... 22 8.4 Future Build-Out Year (2050) Without Project Levels of Service ................................................ 22 9.0 CIRCULATION IMPROVEMENTS ................................................................................................................. 29 9.1 Opening Year (2026) With Project Circulation Improvements ...................................................... 29 9.2 Future Build-Out Year (2050) With Project Circulation Improvements ..................................... 29 10.0 KNOX AVENUE AND WALNUT STREET QUEUING ANALYSIS ...................................................... 35 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 11.0 KNOX AVENUE EXTENSION .......................................................................................................................... 35 12.0 SUMMARY & CONCLUSIONS ........................................................................................................................ 35 APPENDICES Appendix A: Approved Scoping Agreement Appendix B: Traffic Counts Appendix C: Detailed Volume Development Worksheets Appendix D: Level of Service Worksheets FIGURES AND TABLES FIGURES Figure 1: Regional Project Location ................................................................................................................................................ 3 Figure 2: Site Plan .......................................................................................................................................................................... 4 Figure 3: Study Area Intersections ................................................................................................................................................. 5 Figure 4: Project Trip Distribution ................................................................................................................................................... 8 Figure 5: Project Trip Assignment .................................................................................................................................................. 9 Figure 6: City of Fontana Hierarchy of Streets ............................................................................................................................. 13 Figure 7: Transit Routes ............................................................................................................................................................... 15 Figure 8: Existing Bike Lanes ....................................................................................................................................................... 16 Figure 9: Existing Pedestrian Facilities ......................................................................................................................................... 17 Figure 10: Existing Intersection Geometrics and Stop Control ..................................................................................................... 18 Figure 11: Existing Peak Hour Traffic Volumes ............................................................................................................................ 19 Figure 12: Proposed Bike Lanes .................................................................................................................................................. 21 Figure 13: Opening Year (2026) Without Project Peak Hour Traffic Volumes .............................................................................. 23 Figure 14: Opening Year (2026) With Project Intersection Geometrics and Stop Control ............................................................ 25 Figure 15: Opening Year (2026) With Project Peak Hour Traffic Volumes ................................................................................... 26 Figure 16: Future Build-Out Year (2050) Without Project Peak Hour Traffic Volumes ................................................................. 27 Figure 17: Future Build-Out Year (2050) With Project Peak Hour Traffic Volumes ...................................................................... 30 Figure 18: Opening Year (2026) With Project With Improvements Intersection Geometrics and Stop Control ............................ 32 Figure 19: Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Beech Avenue & Walnut Street ................ 33 Figure 20: Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Knox Avenue & Highland Avenue ............ 34 Figure 21: Future Build-Out Year (2050) With Project With Improvements Intersection Geometrics and Stop Control ............... 37 Figure 22: Future Year SBTAM Knox Avenue Extension (AM Peak Period) ................................................................................ 39 Figure 23: Future Year SBTAM Knox Avenue Extension (PM Peak Period) ................................................................................ 40 Figure 24: Future Year SBTAM Knox Avenue Extension (Daily) .................................................................................................. 41 TABLES Table A: Project Trip Generation .................................................................................................................................................... 7 Table B: Intersection LOS Criteria ................................................................................................................................................ 10 Table C: Existing Levels of Service .............................................................................................................................................. 20 Table D: Opening Year (2026) Without and With Project Levels of Service ................................................................................. 24 Table E: Future Build-Out Year (2050) Without and With Project Levels of Service .................................................................... 28 Table F: Opening Year (2026) With Project With Improvements Levels of Service ...................................................................... 31 Table G: Future Build-Out Year (2050) With Project With Improvements Levels of Service ........................................................ 36 Table H: Future Build-Out Year (2050) With Project Queues ....................................................................................................... 38 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 1 1.0 EXECUTIVE SUMMARY The following Executive Summary includes a summary of the LOS analyses prepared for the proposed Walnut Street and Highland Avenue residential development project. 1.1 LOS Analysis Summary The City’s General Plan recommends a LOS standard of LOS C. Intersections which are forecast to operate at unsatisfactory conditions shall be identified as cumulatively deficient intersections. The intersections exceeding the City’s LOS C standard are included below. Existing Conditions The following intersections are forecast to operate at deficient LOS under existing conditions: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). Opening Year (2026) Without Project Conditions The following intersections are forecast to operate at deficient LOS under opening year (2026) without project conditions: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). Opening Year (2026) With Project Conditions The following intersections are forecast to operate at deficient LOS under opening year (2026) with project conditions: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). Future Build-Out Year (2050) Without Project Conditions The following intersections are forecast to operate at deficient LOS under future build-out year (2050) without project conditions: Beech Avenue and Walnut Street (p.m. peak hour). Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). Future Build-Out Year (2050) With Project Conditions The following intersections are forecast to operate at deficient LOS under future build-out year (2050) with project conditions: Beech Avenue and Walnut Street (p.m. peak hour). Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 1.2 Circulation Improvements Summary The City’s General Plan recommends a LOS standard of LOS C. Circulation improvements have been recommended for intersections where the LOS standard is not met. Opening Year (2026) With Project Conditions The following circulation improvements have been recommended under opening year (2026) with project conditions: Knox Avenue and Highland Avenue: Install a traffic signal. Citrus Avenue and Highland Avenue: Optimize the signal timing. Future Build-Out Year (2050) With Project Conditions 1 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 2 The following circulation improvements have been recommended under future build-out year (2050) with project conditions: Beech Avenue and Walnut Street: Install a traffic signal. Knox Avenue and Highland Avenue: Install a traffic signal. Add an eastbound and westbound through lane. Citrus Avenue and Highland Avenue: Optimize the signal timing and cycle length. 2.0 INTRODUCTION This report presents the methodology, findings and conclusions of the Traffic Impact Analysis (TIA) prepared for the proposed Walnut Street and Highland Avenue residential development project. The proposed project site is located on the southeast and southwest corners of Knox Avenue and Highland Avenue in the City of Fontana. The project proposes the construction of 169 multi-family dwelling units and 224 single-family dwelling units. 2.1 Purpose of Traffic Study and Study Objectives This report is intended to satisfy the requirements for a TIA established by the City of Fontana Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment, October 2020 (Guidelines) and the San Bernardino County Congestion Management Program (CMP), adopted November 3, 1993, and last revised in 2016. The San Bernardino County CMP is implemented by the San Bernardino County Transportation Authority (SBCTA, previously San Bernardino Associated Governments). The City has adopted vehicle LOS policies that set standards for which local agency infrastructure will strive to maintain. These policies are contained in the General Plan and apply to discretionary approvals of new land use and transportation projects. The city guidelines require analysis of off-site intersections potentially affected by the project, which the City defines as intersections at which the project is forecast to add 50 or more peak hour trips (two-way). This report evaluates nine intersections and project driveways under five analysis scenarios. The analysis intersections were approved by the city during the scoping process and is included in Appendix A. In addition, this report also evaluates alternative modes of travel in the vicinity of the project. 2.2 Project Location & Study Area As stated earlier, the project is located on the southeast and southwest corners of Knox Avenue and Highland Avenue in the City of Fontana. Figure 1 shows the regional location of the project. Figure 2 illustrates the site plan of the proposed project. Based on the trip generation and trip distribution of the proposed project, and based on discussion with City staff, this report analyzes the following intersections for traffic operations: 1. Beech Avenue and Highland Avenue. 2. Beech Avenue and Walnut Street. 3. Tailwind Lane and Walnut Street. 4. Knox Avenue and Highland Avenue. 5. Knox Avenue and Walnut Street. 6. Citrus Avenue and SR-210 Westbound Ramps. 7. Citrus Avenue and SR-210 Eastbound Ramps. 8. Citrus Avenue and Highland Avenue. 9. Citrus Avenue and Walnut Street. Figure 3 illustrates the study intersections included in the analysis. 2 3 FIGURE 2 Walnut Street and Highland Avenue Residential Site Plan the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis\Figure 2 Site Plan (1/24/2025) 4 5 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 6 2.3 Analysis Scenarios Based on the City guidelines, this report analyzes traffic conditions for the following scenarios: 1. Existing Conditions (This scenario determines the current baseline). 2. Opening Year (2026) Without Project Conditions (This scenario is based on interpolating traffic volumes from SBTAM). 3. Opening Year (2026) With Project Conditions. This scenario adds the project to the opening year (2026) without project conditions). 4. Future Build-Out Year (2050) Without Project Conditions. (This scenario is based on SBTAM. The future year is 20 years from opening day (2026) rounded up to the nearest multiple of 5 (2050). 5. Future Build-Out Year (2050) With Project Conditions. (This scenario adds project traffic to the future build-out year (2050) without project conditions). Consistent with City guidelines, this report analyzes weekday a.m. and p.m. peak hour conditions. The a.m. peak hour is defined as the one hour of highest traffic volumes occurring between 7:00 and 9:00 a.m. The p.m. peak hour is defined as the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m. 3.0 PROJECT DESCRIPTION The project proposes the construction of 169 multi-family dwelling units and 224 single-family dwelling units. The project opening year is anticipated to be 2026. Access to the project will be provided via two driveways. Driveway 1 is located on Highland Avenue and is a full-access driveway. Driveway 2 is located on Walnut Street and is a full-access driveway. 3.1 Project Trip Generation The trip generation for the proposed project was developed based on rates from the Institute of Transportation Engineers’ (ITE) Trip Generation (11th Edition). The rates included are Land Use 210 “Single-Family Detached Housing” and Land Use 220 “Multifamily Housing (Low Rise) Not Close to Transit”. Table A shows the trip generation for the proposed project. As shown on Table A, the project is anticipated to generate 225 a.m. peak hour trips, 297 p.m. peak hour trips, and 3,251 daily trips. 3.2 Project Trip Distribution & Assignment The project trip distribution is based on local and regional destinations and with discussion with City staff. The project trip generation was applied to the trip distribution patterns for the project to develop the trip assignment for project trips. Figure 4 shows the trip distribution and Figure 5 shows the resulting trip assignment. 4.0 LOS DEFINITIONS, PROCEDURES, AND THRESHOLDS Level of service (LOS) is a measure of the quality of operational conditions within a traffic stream and is generally expressed in terms of such measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. Levels range from A to F, with LOS A representing excellent (free flow) conditions and LOS F representing extreme congestion. Consistent to the guidelines, the Highway Capacity Manual (HCM) procedures have been used to evaluate levels of service. This section discusses the LOS definitions, procedures, and thresholds used in this report. 4.1 Levels of Service The analysis of traffic operations at intersections was conducted according to the Highway Capacity Manual 7th Edition (HCM) delay methodologies, which is described in the Highway Capacity Manual (Transportation Research Board, Washington, D.C., November 2016). Under the HCM methodology, LOS for signalized intersections is based on the average delay experienced by vehicles traveling through an intersection, whereas for unsignalized intersections, the LOS is based on the worst approach where the minor leg has a shared lane and on the worst movement where the minor leg has dedicated turn lanes. Table B presents a brief description of each level of service letter grade, as well as the range of delays associated with each grade. 6 the transportation solutions com pany... Land Use In Out Total In Out Total Daily Multi-Family Housing Trip Generation Rates 1 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Trip Generation 169 DU 16 52 68 54 32 86 1,139 Single-Family Residential Trip Generation Rates 2 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Trip Generation 224 DU 41 116 157 133 78 211 2,112 Total Trip Generation 57 168 225 187 110 297 3,251 1 2 Trip generation based on rates for Land Use 210 - "Single-Family Detached Housing" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Table A: Project Trip Generation A.M. Peak Hour P.M. Peak Hour Units Trip generation based on rates for Land Use 220 - "Multifamily Housing (Low-Rise) Not Close to Transit" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Notes: DU = Dwelling Unit Trip Gen\Trip Gen ITE 7 [(10%)(10%)Q(10%)T (10%)(20%)T20%ZQ[35% 10%10%Y 20%20%\RY 20%S 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St T25%Z5%Z5%R10%\Y (15%)S(25%)SR (5%)(5%) (5%)\ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 4 XX%(YY%)Inbound%(Outbound%) Distribution Walnut Street and Highland Avenue Residential Project Trip Distribution 5% 25 % 15 % 25 % (2 5 % ) 30 % (1 0 % ) (5 % ) (2 5 % ) 5% (1 5 % ) (2 0 % ) (3 5 % ) 10 % (2 0 % ) (5 % ) (2 0 % ) 5%10 % the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 4 Project Trip Distribution (7/28/2025) 8 [17/11 17/11Q17/11 T 17/11 34/22 T11/37 ZQ[20/65 6/19 6/19 Y 11/37 11/37 \RY 11/37 S 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St T14/47 Z3/9 Z3/9R6/19 \Y 25/17 S42/28 SR 8/6 8/6 8/6 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 5 XX/YY AM/PM Peak Hour Project Trips Walnut Street and Highland Avenue Residential Project Trip Assignment 3/ 9 14 / 4 7 9/ 2 8 14 / 4 7 42 / 2 8 17 / 5 6 17 / 1 1 8/ 6 42 / 2 8 3/ 9 25 / 1 7 34 / 2 2 59 / 3 9 6/ 1 9 34 / 2 2 8/ 6 34 / 2 2 3/ 9 6/ 1 9 the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 5 Project Trip Assignment (7/28/2025) 9 Unsignalized Signalized A This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable, or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. < 10 < 10 B This level is assigned when the volume-to-capacity ratio is low and either progression is highly favorable, or the cycle length is short. More vehicles stop than with LOS A. > 10 and ≤ 15 > 10 and ≤ 20 C This level is typically assigned when progression is favorable, or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. > 15 and ≤ 25 > 20 and ≤ 35 D This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective, or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. > 25 and ≤ 35 > 35 and ≤ 55 E This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. > 35 and ≤ 50 > 55 and ≤ 80 F This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. > 50 > 80 Intersection Delay in SecondsLOSDescription of Drivers' Perception and Traffic Operation Table B: Intersection LOS Criteria P:\DP - Fontana Walnut Residential\Analysis\LOS Criteria\Int LOS Criteria 10 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 11 4.2 Levels of Service Standards The City of Fontana has established a LOS standard of LOS C as the minimum level of service standard for intersection operations. Therefore, study intersections which are forecast to operate at unsatisfactory conditions (i.e. at LOS worse than LOS C for city intersections) will be identified as cumulatively deficient intersections. Caltrans uses LOS D as the minimum level of service standard. 4.3 Determination of Effects The determination of deficient intersections is based on a comparison of without and with project levels of service for each analysis year. An intersection effect occurs if project traffic increases the average delay at an intersection by more than the thresholds identified below: LOS A/B: > 10.0 Seconds. LOS C: > 8.0 Seconds. LOS D: > 5.0 Seconds. LOS E: > 3.0 Seconds. LOS F: > 1.0 Seconds. The thresholds for LOS A, B, and C do not apply to projects consistent with the General Plan. 5.0 VOLUME DEVELOPMENT METHODOLOGY Forecast traffic volumes at study intersections were developed based on discussion with City staff. This section discusses the volume development methodology used to forecast future traffic volumes. 5.1 Existing Traffic Volumes Existing peak hour traffic volumes are based on peak hour intersection turn movement counts collected by Counts Unlimited Inc. in May 2024. The counts are included in Appendix B. Vehicle classification counts (e.g., passenger vehicle, 2-axle truck, 3-axle truck, and 4 or more axle trucks), were conducted at all existing study area intersections. Consistent with the City guidelines, PCE volumes at these intersections were calculated using a PCE factor of 2.0 for 2-axle trucks, 2.5 for 3-axle trucks, and 3.0 for trucks with 4 or more axles. Detailed volume development worksheets are included in Appendix C. Existing signal timings were provided by the city at the intersection of Citrus Avenue and Highland Avenue and were used under existing, opening year, and future build-out year conditions. 5.2 Opening Year (2026) Without Project Traffic Volumes Opening year (2026) without project peak hour traffic volumes were developed by interpolating traffic volumes based on the SBTAM. Detailed volume development worksheets are included in Appendix C. 5.3 Future Build-Out Year (2050) Without Project Traffic Volumes Future build-out year (2050) without project traffic volumes were developed using the SBTAM. The base year for the traffic model is 2016 and the forecast year is 2040. The difference between the modeled 2016 and 2040 peak period directional arterial traffic volumes (for each intersection approach and departure) was identified from loaded network model plots. This difference defines the growth in traffic over the 24-year period. This incremental growth in peak period approach and departure volumes were factored to develop the incremental change in peak hour volumes. The SBTAM uses a three-hour a.m. peak period and a four-hour p.m. peak period. Southern California Association of Governments (SCAG), the regional Metropolitan Transportation Organization (MPO) has established that the a.m. peak hour comprises 38 percent of the a.m. peak period and that the p.m. peak hour comprises 28 percent of the p.m. peak period. Therefore, the incremental changes in peak period volumes were multiplied by the appropriate factor to develop incremental changes in peak hour volumes. The incremental growth in approach and departure volumes between 2016 and 2040 was factored to reflect the forecast growth between the year of the ground counts (2024) and 2050. For this purpose, linear growth between 2016 and year 2040 was assumed. Since the increment between 2024 and 2050 is 26 years of the 24-year time span, a factor of 1.0833 (i.e., 26/24) was used. This forecast growth in approach and departure volumes was added to the 2024 ground counts, resulting in post-processed forecast year 2050 link volumes. Future build-out year 11 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 12 (2050) without project turn volumes were developed using existing turn volumes and the future approach and departure volumes, based on the methodologies contained in National Cooperative Highway Research Program Report (NCHRP) 255: Highway Traffic Data for Urbanized Area Project Planning and Design (Transportation Research Board, December 1982). At some locations, forecast turning movements were forecast to be less than those under existing conditions. This can be attributed to network improvements, planned transit, or changes in land use. Therefore, these turning movements were adjusted by applying a growth factor of five percent. Detailed volume development worksheets are included in Appendix C. 5.4 With Project Traffic Volumes Traffic volumes for opening year (2026) and future build-out year (2050) with project traffic volumes were developed by adding the project trip assignment to the corresponding without project peak hour traffic volumes. Detailed volume development worksheets are included in Appendix C. 6.0 EXISTING CONDITIONS This section discusses the existing transportation conditions in the study area. 6.1 Existing Roadway Conditions Regional access to the project site is provided by SR-210 to the northeast. Local access is provided by the following roadways: Beech Avenue is oriented in the north-south direction and is a four-lane roadway with a raised median. On- street parking is prohibited. The posted speed limit on Beech Avenue is 40 miles per hour. Beech Avenue is classified as a Primary Highway in the City’s General Plan. Knox Avenue is oriented in the north-south direction and is a two-lane roadway. On-street parking is prohibited. The speed limit on Knox Avenue is 45 miles per hour. Knox Avenue is classified as a Primary Highway from Sierra Lakes Parkway and Highland Avenue in the City’s General Plan. Citrus Avenue is oriented in the north-south direction and is a four-lane roadway with a raised median. On- street parking is prohibited. The posted speed limit on Citrus Avenue is 45 miles per hour. Citrus Avenue is classified as a Primary Highway in the City’s General Plan. Highland Avenue is oriented in the east-west direction and is a four-lane roadway west of Piper Lane and a two-lane roadway from Knox Avenue to Citrus Avenue. On-street parking is prohibited. The posted speed limit on Highland Avenue is 45 miles per hour. Highland Avenue is classified as a Primary Highway in the City’s General Plan. Walnut Street is oriented in the east-west direction and is a two-lane roadway. On-street parking is prohibited. The posted speed limit on Walnut Street is 35 miles per hour. Walnut Street is classified as a Collector Street in the City’s General Plan. The City’s hierarchy of streets is illustrated in Figure 6. 6.2 Existing Transit Service Public transportation services within the City of Fontana and near the proposed project include bus transit service (Omnitrans) and commuter rail transportation (Metrolink). These services are further described below. Bus Service. Public transportation in the City of Fontana is provided by Omnitrans, which is the regional transit operator in San Bernardino County. The following transit routes operate near the project: Route 10 provides service near the project site. Route 10 serves San Bernardino and Fontana via Baseline Avenue and Citrus Avenue. Near the study area, Route 10 travels along Walnut Street and Citrus Avenue. Route 10 operates at 60-minute headways Monday through Sunday. Major stops include the San Bernardino Transit Center and the Fontana Metrolink Transit Center. Route 367 provides service near the project site. Route 367 serves Fontana and Chaffey College Rancho Cucamonga via Baseline Avenue. Near the study area, Route 367 travels along Walnut Street and Citrus Avenue. Route 367 operates at 60-minute headways Monday through Friday. Major stops include Chaffey College and the Fontana Metrolink Transit Center. 12 FIGURE 6 Walnut Street and Highland Avenue Residential City of Fontana Hierarchy of Streets the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis\Figure 6 City of Fontana Hierarchy of Streets (1/24/2025)13 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 14 Commuter Rail Service. Commuter rail service is provided by Metrolink, which is operated by the Southern California Regional Rail Authority (SCRRA). Metrolink train service is available between the counties of Ventura, Los Angeles, San Bernardino, Orange, Riverside, and north San Diego. The area is served by the San Bernardino Line, which runs east- west between the San Bernardino Station and the Los Angeles Union Station. The Fontana Station is the nearest Metrolink station to the project site and is approximately 3 miles from the project area. Figure 7 illustrates the transit lines within the project area. 6.3 Existing Bicycle & Pedestrian Facilities The City’s bikeway network includes three types of facilities and are discussed below: Class I (Shared-Use Paths) A Class I bikeway is a shared-use path that allows for two-way off-street bicycle use and also may be used by pedestrians, skaters, wheelchair users, joggers, and other non-motorized users. Class II (Bicycle Lanes) A Class II bikeway is a bicycle lane that is a portion of the roadway that has been designated by striping, signing, and pavement markings for the preferential and exclusive use of bicyclists. Bicycle lanes are always located on both sides of the road (except one-way streets) and allow bicyclists to ride in the same direction as adjacent motor vehicle traffic. Class III (Bike Routes) Class III bikeways generally employ bikeway signage, and may also use pavement markings, to guide bicyclists to popular destinations on low-volume, bike-friendly roadways. Figure 8 illustrates the existing bike lanes within the project area. As shown in Figure 8, there are existing bike lanes on Highland Avenue west of the project area. In addition, there are existing bike lanes on Walnut Street. Figure 9 illustrates the existing pedestrian facilities near the project. As illustrated in Figure 9, there are existing sidewalks on Highland Avenue and Walnut Street. 6.4 Existing Levels of Service An intersection level of service analysis was conducted for existing conditions to determine current circulation system performance. Figure 10 shows the existing lane geometrics and stop controls at the study intersections. Existing traffic volumes at study intersections are shown in Figure 11. Detailed volume development worksheets are included in Appendix C. The existing levels of service for the study area intersections are summarized in Table C. Level of service calculation worksheets are contained in Appendix D. As shown in Table C, all study area intersections are currently operating at satisfactory levels of service, with the exception of the following: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 7.0 OPENING YEAR (2026) CONDITIONS This section discusses opening year transportation conditions in the study area. It is anticipated that the project will open in 2026. 7.1 Opening Year (2026) Roadway Conditions Opening year roadway conditions are assumed to be the same as those under existing conditions. 7.2 Opening Year (2026) Transit Service Transit service under opening year conditions is anticipated to remain the same as under existing conditions. 7.3 Opening Year (2026) Pedestrian & Bicycle Facilities Pedestrian and bicycle facilities under opening year conditions are anticipated to remain the same as under existing conditions. Figure 12 illustrates the proposed bike lanes throughout the city. As shown in Figure 12, there are no proposed bike lanes with the project study area. 7.4 Opening Year (2026) Without Project Levels of Service An intersection level of service analysis was conducted for opening year (2026) without project conditions to determine circulation system performance. Opening year (2026) without project traffic volumes at study intersections are shown in 14 15 16 17 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 10 Legend Signal de-facto right Walnut Street and Highland Avenue Residential Stop Sign Existing Intersection Geometrics and Stop Control aacc af e cd aa c c e acce xvv ab e vvtt xvvtt aa c e xvvt ac c e wvt ad ac c e y ad ad wvt ad ad acce y f b ad z d acce acd fadad the transportation solutions com pany... Future Intersection d d d d d P:\DP - Fontana Walnut Residential\Analysis v3\Figure 10 Existing Intersection Geometrics and Stop Control 9/30/2025 18 [72/59 [44/43 [6/19 [302/112203/138 49/37 107/81 209/224ZQT89/87 ZQT31/17 ZQT55/23 ZQT0/2 168/123 109/72 SRY 43/44 SRY 7/22 SRY 44/81 SRY 230/165 184/308 32/80 61/137 250/387 0/3 \15/23 \9/14 \2/0 \ 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St [311/357 [286/357 [86/377/4 248/170 132/52ZT381/361 Q ZQT83/109 ZQT61/7R287/421 SY 231/163 SRY 89/50 SRY 3/2 292/245 104/69 398/321 \93/43 \36/16 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 11 XXXX / YYYY AM / PM Peak Hour Volume (In PCEs) Walnut Street and Highland Avenue Residential Existing Peak Hour Traffic Volumes 72 0 / 8 6 5 14 1 / 6 1 44 / 3 9 11 0 / 6 7 82 2 / 7 0 4 57 / 5 8 80 2 / 7 7 2 30 7 / 2 2 6 83 / 8 1 11 1 / 5 8 70 5 / 8 7 0 83 9 / 8 4 4 29 7 / 2 0 4 12 8 / 1 6 8 27 3 / 3 7 6 76 9 / 1 0 6 8 46 7 / 3 6 7 28 7 / 3 5 0 75 5 / 6 8 7 75 5 / 1 0 2 3 44 / 2 4 41 / 9 55 5 / 3 7 0 73 / 7 7 20 / 1 9 9/ 2 1 38 3 / 4 1 3 7/ 3 9 1/ 1 15 7 / 2 2 2/ 0 4/ 1 70 / 8 1 19 9 / 9 8 14 / 2 2 1/ 0 12 / 6 12 6 / 7 0 41 5 / 3 9 5 49 / 1 0 5 33 2 / 3 8 2 18 / 5 7 the transportation solutions com pany... Future Intersection P:\DP - Fontana Walnut Residential\Analysis v2\Figure 11 Existing Peak Hour Traffic Volumes (7/28/2025) 19 LOS Intersection Standard Jurisdiction Control Delay LOS Delay LOS 1: Beech Ave & Highland Ave C Fontana Signal 26.2 C 31.0 C 2: Beech Ave & Walnut St C Fontana AWSC 14.3 B 14.4 B 3: Tailwind Ln & Walnut St C Fontana AWSC 9.1 A 8.3 A 4: Knox Ave & Highland Ave C Fontana TWSC 41.9 E * 25.5 D * 5: Walnut St & Knox Ave C Fontana TWSC 6: Citrus Ave & SR-210 WB Ramps C Caltrans Signal 18.9 B 20.8 C 7: Citrus Ave & SR-210 EB Ramps C Caltrans Signal 14.6 B 13.4 B 1 8: Citrus Ave & Highland Ave C Fontana Signal 40.2 D * 38.6 D * 9: Citrus Ave & Walnut St C Fontana Signal 16.0 B 18.3 B *Exceeds LOS Standard TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case approach/movement. LOS = Level of Service 1 The signal timings for this intersection are based on data provided by the City from the Peer Review of Traffic Oerations Analysis Report for the Reconfigure Citrus Avenue at Stata Route 210 by Iteris (November 7, 2024). Future Intersection Table C: Existing Levels of Service Without Project AM Peak Hour PM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v3\LOS\Exist Summary 20 FIGURE 12 Walnut Street and Highland Avenue Residential Proposed Bike Lanes the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis\Figure 12 Proposed Bike Lanes (1/24/2025)21 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 22 Figure 13. Detailed volume development worksheets are included in Appendix C. Opening year (2026) without project levels of service for the study area intersections are summarized in Table D. Level of service calculation worksheets are contained in Appendix D. As shown in Table D, all study area intersections are forecast to operate at satisfactory levels of service, with the exception of the following: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 7.5 Opening Year (2026) With Project Levels of Service An intersection level of service analysis was conducted for opening year (2026) with project conditions to determine circulation system performance. Opening year (2026) with project geometrics and stop controls at study intersections are shown in Figure 14. Opening year (2026) with project traffic volumes at study intersections are shown in Figure 15. Detailed volume development worksheets are included in Appendix C. Opening year (2026) with project levels of service for the study area intersections are summarized in Table D. Level of service calculation worksheets are contained in Appendix D. As shown in Table D, all study area intersections are forecast to operate at satisfactory levels of service, with the exception of the following: Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 8.0 FUTURE BUILD-OUT YEAR (2050) CONDITIONS This section discusses future build-out year (2050) transportation conditions in the study area. 8.1 Future Build-Out Year (2050) Roadway Conditions Future build-out year (2050) roadway conditions are assumed to be the same as those under opening year conditions. 8.2 Future Build-Out Year (2050) Transit Service Transit service under future build-out year (2050) conditions is anticipated to remain the same as under opening year conditions. 8.3 Future Build-Out Year (2050) Pedestrian & Bicycle Facilities Pedestrian and bicycle facilities under future build-out year (2050) conditions are anticipated to remain the same as under opening year conditions. 8.4 Future Build-Out Year (2050) Without Project Levels of Service An intersection level of service analysis was conducted for future build-out year (2050) without project conditions to determine circulation system performance. Future build-out year (2050) without project traffic volumes at study intersections are shown in Figure 16. Detailed volume development worksheets are included in Appendix C. Future build- out year (2050) without project levels of service for the study area intersections are summarized in Table E. Level of service calculation worksheets are contained in Appendix D. As shown in Table E, all study area intersections are forecast to operate at satisfactory levels of service with the exception of the following: Beech Avenue and Walnut Street (p.m. peak hour). Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 22 [75/63 [44/44 [6/19 [305/122211/145 52/37 110/82 219/236ZQT89/88 ZQT31/17 ZQT55/23 ZQT0/2 171/124 112/79 SRY 44/45 SRY 7/22 SRY 44/83 SRY 231/167 192/333 32/81 62/139 266/416 1/3 \15/23 \9/14 \2/0 \ 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St [320/366 [288/370 [86/377/4 260/186 132/52ZT387/364 Q ZQT90/115 ZQT61/7R288/427 SY 231/166 SRY 89/52 SRY 3/2 314/273 104/71 405/327 \99/44 \36/17 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 13 XXXX / YYYY AM / PM Peak Hour Volume (In PCEs) Walnut Street and Highland Avenue Residential Opening Year (2026) Without Project Peak Hour Traffic Volumes 72 3 / 8 8 3 14 2 / 6 1 44 / 4 1 11 4 / 6 8 85 2 / 7 0 7 59 / 5 8 82 2 / 7 7 5 31 7 / 2 3 5 86 / 8 8 11 2 / 6 1 70 8 / 8 7 6 86 2 / 8 5 2 30 7 / 2 0 5 12 8 / 1 7 0 27 4 / 3 7 7 77 3 / 1 0 8 9 46 8 / 3 7 2 30 1 / 3 5 3 78 2 / 6 9 3 75 9 / 1 0 3 9 44 / 2 5 41 / 9 55 7 / 3 8 7 74 / 7 9 22 / 1 9 12 / 2 1 38 7 / 4 3 4 7/ 4 0 1/ 1 15 7 / 2 2 2/ 0 4/ 1 72 / 8 1 21 2 / 1 0 3 14 / 2 2 1/ 0 12 / 6 13 7 / 7 3 42 8 / 4 0 0 55 / 1 1 0 34 7 / 3 8 9 20 / 5 8 the transportation solutions com pany... Future Intersection P:\DP - Fontana Walnut Residential\Analysis v2\Figure 13 Opening Year (2026) Without Project Peak Hour Traffic Volumes (7/28/2025) 23 LOS AM Peak Hour PM Peak Hour Intersection Standard Jurisdiction Control Delay LOS Delay LOS Delay LOS Delay LOS 1: Beech Ave & Highland Ave C Fontana Signal 26.5 C 31.4 C 27.2 C 31.9 C 0.7 0.5 No 2: Beech Ave & Walnut St C Fontana AWSC 14.8 B 15.0 B 15.6 C 16.0 C 0.8 1.0 No 3: Tailwind Ln & Walnut St C Fontana AWSC 9.1 A 8.3 A 9.4 A 8.8 A 0.3 0.5 No 4: Knox Ave & Highland Ave C Fontana TWSC 54.4 F * 30.2 D * 83.5 F * 50.3 F * 29.1 20.1 Yes 5: Walnut St & Knox Ave C Fontana TWSC 11.8 B 11.2 B --- 6: Citrus Ave & SR-210 WB Ramps C Caltrans Signal 19.0 B 20.9 C 19.3 B 21.1 C 0.3 0.2 - 7: Citrus Ave & SR-210 EB Ramps C Caltrans Signal 14.6 B 13.4 B 14.4 B 13.4 B -0.2 0.0 - 1 8: Citrus Ave & Highland Ave C Fontana Signal 40.5 D * 39.7 D * 40.9 D * 39.8 D * 0.4 0.1 No 9: Citrus Ave & Walnut St C Fontana Signal 16.1 B 18.4 B 17.9 B 19.7 B 1.8 1.3 No *Exceeds LOS Standard TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case approach/movement. LOS = Level of Service 1 The signal timings for this intersection are based on data provided by the City from the Peer Review of Traffic Oerations Analysis Report for the Reconfigure Citrus Avenue at State Route 210 by Iteris (November 7, 2024). Exceed City Significant Impact Threshold? Future Intersection Table D: Opening Year (2026) Without and With Project Levels of Service Without Project With Project Change In Delay AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v3\LOS\OY Summary 24 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 14 Legend Signal de-facto right Walnut Street and Highland Avenue Residential Stop Sign Opening Year (2026) With Project Intersection Geometrics and Stop Control aacc af e cd aa c c e acce xvv ab e vvtt xvvtt aa c e xvvt ac c e wvt ad ac c e y ad ad wvt ad ad acce y f b ad z d acce acd fadad the transportation solutions com pany... d d d dd P:\DP - Fontana Walnut Residential\Analysis v3\Figure 14 Opening Year (2026) With Project Intersection Geometrics and Stop Control 9/30/2025 25 [92/74 [44/44 [6/19 [305/122228/156 69/48 144/104 219/236 [20/65ZQT89/88 ZQT48/28 ZQT55/23 ZQT11/39 ZQ171/124 112/79 SRY 44/45 SRY 7/22 SRY 44/83 SRY 11/37 S 198/352 38/100 73/176 266/416 231/167 1/3 \15/23 \9/14 \13/37 \ 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St [320/366 [288/370 [86/377/4 263/195 135/61ZT401/411 Q ZQT90/115 ZQT61/7R288/427 SY 256/183 SRY 131/80 SRY 3/2 322/279 112/77 411/346 \99/44 \44/23 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 15 XXXX / YYYY AM / PM Peak Hour Volume (In PCEs) Walnut Street and Highland Avenue Residential Opening Year (2026) With Project Peak Hour Traffic Volumes 72 3 / 8 8 3 14 2 / 6 1 47 / 5 0 12 8 / 1 1 5 85 2 / 7 0 7 59 / 5 8 83 6 / 8 2 2 31 7 / 2 3 5 86 / 8 8 11 2 / 6 1 75 0 / 9 0 4 87 9 / 9 0 8 30 7 / 2 0 5 13 7 / 1 9 8 29 1 / 3 8 8 78 1 / 1 0 9 5 51 0 / 4 0 0 30 1 / 3 5 3 78 5 / 7 0 2 78 4 / 1 0 5 6 34 / 2 2 59 / 3 9 44 / 2 5 41 / 9 55 7 / 3 8 7 74 / 7 9 22 / 1 9 12 / 2 1 38 7 / 4 3 4 13 / 5 9 1/ 1 15 7 / 2 2 36 / 2 2 8/ 6 38 / 2 3 3/ 9 21 2 / 1 0 3 14 / 2 2 1/ 0 12 / 6 72 / 8 1 13 7 / 7 3 42 8 / 4 0 0 61 / 1 2 9 34 7 / 3 8 9 20 / 5 8 the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 15 Opening Year (2026) With Project Peak Hour Traffic Volumes (7/28/2025) 26 [112/109 [44/56 [6/19 [340/236310/225 93/39 141/93 335/377ZQT89/99 ZQT33/18 ZQT55/23 ZQT0/2 202/135 146/169 SRY 51/63 SRY 7/22 SRY 44/102 SRY 249/197 286/633 34/90 80/169 461/759 12/4 \16/27 \9/14 \2/0 \ 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St [424/477 [316/523 [86/3910/4 401/384 133/57ZT463/400 Q ZQT170/183 ZQT64/7R301/496 SY 232/198 SRY 91/77 SRY 3/2 584/605 109/90 491/396 \174/60 \38/24 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 16 XXXX / YYYY AM / PM Peak Hour Volume (In PCEs) Walnut Street and Highland Avenue Residential Future Build-out Year (2050) Without Project Peak Hour Traffic Volumes 75 6 / 1 1 0 0 14 8 / 6 6 46 / 5 9 15 6 / 8 6 12 1 1 / 7 4 7 77 / 6 1 10 6 2 / 8 1 1 43 7 / 3 4 1 12 8 / 1 7 8 12 5 / 9 7 74 0 / 9 4 8 11 4 1 / 9 4 7 42 4 / 2 1 4 13 3 / 1 9 2 29 2 / 3 8 9 82 0 / 1 3 4 0 47 8 / 4 3 6 47 0 / 3 8 4 11 0 2 / 7 6 1 81 1 / 1 2 3 3 45 / 3 4 41 / 9 58 0 / 5 9 6 88 / 1 0 8 43 / 2 4 44 / 2 4 43 1 / 6 8 6 7/ 5 0 1/ 1 15 7 / 2 2 2/ 0 4/ 1 10 0 / 8 5 36 8 / 1 5 8 14 / 2 2 1/ 0 12 / 6 27 1 / 1 1 5 58 4 / 4 5 6 12 5 / 1 7 3 52 1 / 4 7 0 38 / 6 8 the transportation solutions com pany... Future Intersection P:\DP - Fontana Walnut Residential\Analysis v2\Figure 16 Future Build-out Year (2050) Without Project Peak Hour Traffic Volumes (7/28/2025) 27 LOS AM Peak Hour PM Peak Hour Intersection Standard Jurisdiction Control Delay LOS Delay LOS Delay LOS Delay LOS 1: Beech Ave & Highland Ave C Fontana Signal 29.7 C 34.3 C 30.2 C 34.6 C 0.5 0.3 No 2: Beech Ave & Walnut St C Fontana AWSC 19.0 C 36.7 E * 20.3 C 41.4 E * 1.3 4.7 Yes 3: Tailwind Ln & Walnut St C Fontana AWSC 8.9 A 8.5 A 9.2 A 8.9 A 0.3 0.4 No 4: Knox Ave & Highland Ave C Fontana TWSC >100 F * >100 F * >100 F * >100 F * 197.6 405.0 Yes 5: Walnut St & Knox Ave C Fontana TWSC 12.1 B 11.4 B --- 6: Citrus Ave & SR-210 WB Ramps C Caltrans Signal 22.1 C 21.6 C 22.4 C 21.7 C 0.3 0.1 - 7: Citrus Ave & SR-210 EB Ramps C Caltrans Signal 15.5 B 13.7 B 15.4 B 18.2 B -0.1 4.5 - 1 8: Citrus Ave & Highland Ave C Fontana Signal 48.3 D * 60.7 E * 40.9 D * 60.8 E * -7.4 0.1 No 9: Citrus Ave & Walnut St C Fontana Signal 18.3 B 19.2 B 20.7 C 20.4 C 2.4 1.2 No *Exceeds LOS Standard TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case approach/movement. LOS = Level of Service The signal timings for this intersection are based on data provided by the City from the Peer Review of Traffic Oerations Analysis Report for the Reconfigure Citrus Avenue at State Route 210 by Iteris (November 7, 2024). Future Intersection Table E: Future Build-out Year (2050) Without and With Project Levels of Service Without Project With Project Change In Delay AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Exceed City Significant Impact Threshold? P:\DP - Fontana Walnut Residential\Analysis v3\LOS\2045 Summary 28 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 29 8.5 Future Build-Out Year (2050) With Project Levels of Service An intersection level of service analysis was conducted for future build-out year (2050) with project conditions to determine circulation system performance. Future build-out year (2050) with project traffic volumes at study intersections are shown in Figure 17. Detailed volume development worksheets are included in Appendix C. Future build-out year (2050) with project levels of service for the study area intersections are summarized in Table E. Level of service calculation worksheets are contained in Appendix D. As shown in Table E, all study area intersections are forecast to operate at satisfactory levels of service with the exception of the following: Beech Avenue and Walnut Street (p.m. peak hour). Knox Avenue and Highland Avenue (a.m. and p.m. peak hours). Citrus Avenue and Highland Avenue (a.m. and p.m. peak hours). 9.0 CIRCULATION IMPROVEMENTS Consistent with the City’s guidelines, circulation improvements have been recommended for every analysis location where the LOS standard is not met. In addition, only feasible circulation improvements have been recommended. These improvements can include conversion of stop control, signalization, changes to signal phasing, and/or addition of lanes as appropriate. 9.1 Opening Year (2026) With Project Circulation Improvements Under opening year (2026) with project conditions, the following circulation improvements are recommended: Knox Avenue and Highland Avenue: Install a traffic signal. Based on discussion with City staff, the project will construct the traffic signal and be credited against the Circulation fees. Citrus Avenue and Highland Avenue: This intersection operates at unsatisfactory LOS under without project conditions. The intersection is therefore considered a cumulatively deficient intersection since the project related increase in delay is less than the City threshold and improvements have been recommended to maintain LOS C per the City’s guidelines. The recommended improvement is to optimize the signal timing and cycle length. It should be noted that the City is currently designing the Citrus Avenue Widening at SR-210 Project. This project intends to improve traffic flow on Citrus Avenue by widening the east portion of Citrus Avenue and will add a dedicated right-turn lane onto the Eastbound SR-210, between the SR-210 eastbound on-ramp intersection and Highland Avenue. The resulting levels of service for opening year (2026) with project with improvement conditions are included in Table F. Figure 18 illustrates the recommended improvements. 9.2 Future Build-Out Year (2050) With Project Circulation Improvements Under future build-out year (2050) with project conditions, the following circulation improvements are recommended: Beech Avenue and Walnut Street: Install a traffic signal. This traffic signal is included in the City’s Adopted Capital Improvement Program and is anticipated to require the payment of DIF fees. In addition, a peak hour signal warrant was conducted and is shown in Figure 19. As shown in Figure 19, the peak hour warrant is met in the p.m. peak hour. Knox Avenue and Highland Avenue: Install a traffic signal. Add one eastbound and one westbound through lane. It should be noted that this intersection also operates at unsatisfactory LOS under without project conditions. In addition, the highest delay is for the southbound left-turn movements which operate at 866.5 seconds in the a.m. peak hour and 1003.5 seconds in the p.m. peak hour. This traffic signal is included in the City’s Adopted Capital Improvement Program. The widening of Highland Avenue from two lanes to four lanes is included in the SANBAG Nexus Study. Based on discussion with City staff, the project will construct the traffic signal and be credited against the Circulation fees. A peak hour signal warrant was conducted and is shown in Figure 20. As shown in Figure 20 the peak hour warrant is met in the a.m. and p.m. peak hours. 29 [129/120 [44/56 [6/19 [340/236327/236 110/50 175/115 335/377 [20/65ZQT89/99 ZQT50/29 ZQT55/23 ZQT11/39 ZQ202/135 146/169 SRY 51/63 SRY 7/22 SRY 44/102 SRY 11/37 S 292/652 40/109 91/206 461/759 249/197 12/4 \16/27 \9/14 \13/37 \ 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St [424/477 [316/523 [86/3910/4 404/393 136/66ZT477/447 Q ZQT170/183 ZQT64/7R301/496 SY 257/215 SRY 133/105 SRY 3/2 592/611 117/96 497/415 \174/60 \46/30 \ 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 17 XXXX / YYYY AM / PM Peak Hour Volume (In PCEs) Walnut Street and Highland Avenue Residential Future Build-out Year (2050) With Project Peak Hour Traffic Volumes 27 1 / 1 1 5 58 4 / 4 5 6 13 1 / 1 9 2 52 1 / 4 7 0 38 / 6 8 34 / 2 2 59 / 3 9 45 / 3 4 41 / 9 58 0 / 5 9 6 88 / 1 0 8 43 / 2 4 44 / 2 4 43 1 / 6 8 6 13 / 6 9 1/ 1 15 7 / 2 2 36 / 2 2 8/ 6 38 / 2 3 3/ 9 36 8 / 1 5 8 14 / 2 2 1/ 0 12 / 6 10 0 / 8 5 11 5 8 / 1 0 0 3 42 4 / 2 1 4 14 2 / 2 2 0 30 9 / 4 0 0 82 8 / 1 3 4 6 52 0 / 4 6 4 47 0 / 3 8 4 11 0 5 / 7 7 0 83 6 / 1 2 5 0 49 / 6 8 17 0 / 1 3 3 12 1 1 / 7 4 7 77 / 6 1 10 7 6 / 8 5 8 43 7 / 3 4 1 12 8 / 1 7 8 12 5 / 9 7 78 2 / 9 7 6 75 6 / 1 1 0 0 14 8 / 6 6 the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 17 Future Build-out Year (2050) With Project Peak Hour Traffic Volumes (7/28/2025) 30 LOS AM Peak Hour PM Peak Hour Intersection Standard Jurisdiction Control Delay LOS Delay LOS Control Delay LOS Delay LOS 4: Knox Ave & Highland Ave C Fontana TWSC 83.5 F * 50.3 F * Signal 27.9 C 25.1 C -55.6 -25.2 8: Citrus Ave & Highland Ave C Fontana Signal 40.9 D * 39.8 D * Signal 31.8 C 31.5 C -9.1 -8.3 *Exceeds LOS Standard TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case approach/movement. LOS = Level of Service AM Peak Hour PM Peak Hour Table F: Opening Year (2026) With Project With Improvements Levels of Service With Project With Project With Improvements Change In Delay AM Peak Hour PM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v3\LOS\OY Summary MIT 31 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 18 Legend Signal Circulation Improvements de-facto right Walnut Street and Highland Avenue Residential Stop Sign Opening Year (2026) With Project With Improvements Intersection Geometrics and Stop Control aacc af e cce aa c c e acce xvv ab e vvtt xvvtt aa c e xvvt ac c e wvt ad ac c e y ad ad wvt ad ad acce y f b ad z d acce acd fadad a the transportation solutions com pany... d d d dd P:\DP - Fontana Walnut Residential\Analysis v3\Figure 18 Opening Year (2026) With Project With Improvements Intersection Geometrics and Stop Control 9/30/2025 32 SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES REVISION 6 2014 EDITION, FIGURE 4C-3 FIGURE 19 AM Peak Hour PM Peak Hour Walnut Street and Highland Avenue Residential Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Beech Avenue & Walnut Street (1090, 203.55)(1341, 199) 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 WARRANT 3, PEAK HOUR MAJOR STREET TOTAL OF BOTH APPROACHES - VPH MI N O R S T R E E T HI G H V O L U M E A P P R O A C H - V P H 2 OR MORE LANES (Major) & 2 OR MORE LANES (Minor) 2 OR MORE LANES (Major) & 1 LANE (Minor) OR 1 LANE (Major) & 2 OR MORE LANES (Minor) 1 LANE (Major) & 1 LANE (Minor) 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane. 150 the transportation solutions com pany... 100 P:\DP - Fontana Walnut Residential\Analysis v2\Figure 19 Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Beech Avenue & Walnut Street (7/28/2025) 33 SOURCE: MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES REVISION 6 2014 EDITION, FIGURE 4C-3 FIGURE 20 Walnut Street and Highland Avenue Residential PM Peak Hour Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Knox Avenue & Highland Avenue AM Peak Hour the transportation solutions com pany... (1550,252) (1204,471) P:\DP - Fontana Walnut Residential\Analysis v2\Figure 20 Future Build-Out Year (2050) With Project Peak Hour Signal Warrant for Knox Avenue & Highland Avenue (7/28/2025) 34 Walnut Street and Highland Avenue Residential Traffic Impact Analysis October 2025 35 Citrus Avenue and Highland Avenue: This intersection operates at unsatisfactory LOS under without project conditions. The intersection is therefore considered a cumulatively deficient intersection since the project related increase in delay is less than the City threshold and improvements have been recommended to maintain LOS C per the City’s guidelines. The recommended improvement is to optimize the signal timing and cycle length. It should be noted that the City is currently designing the Citrus Avenue Widening at SR-210 Project. This project intends to improve traffic flow on Citrus Avenue by widening the east portion of Citrus Avenue and will add a dedicated right-turn lane onto the Eastbound SR-210, between the SR-210 eastbound on-ramp intersection and Highland Avenue. The resulting levels of service for future build-out year (2050) with project with improvement conditions are included in Table G. Figure 21 illustrates the recommended improvements. 10.0 KNOX AVENUE AND WALNUT STREET QUEUING ANALYSIS A queuing analysis was conducted for the eastbound left-turn at the intersection of Knox Avenue and Walnut Street to determine if project traffic would cause backups on Walnut Street. Table H shows the queuing analysis for the eastbound left-turn under future build-out year (2050). As shown in Table H, the eastbound left-turn would have a maximum of one vehicle queued under future build-out year (2050) with project conditions. 11.0 KNOX AVENUE EXTENSION The City’s General Plan identifies the Knox Avenue Extension as a special study area. To evaluate if extending Knox Avenue would result in substantial changes to traffic patterns, the SBTAM was run with the extension. Figures 22, 23 and 24 show the year 2040 traffic volumes on the Knox Avenue Extension for the a.m. peak period, p.m. peak period, and daily. As seen on the figures, the traffic volumes on Knox Avenue are negligible. Therefore, it is our professional recommendation that the extension of Knox Avenue is not required, and it will not result in significant changes to traffic patterns in the area. 12.0 SUMMARY & CONCLUSIONS The project proposes the construction of 169 multi-family dwelling units and 224 single-family dwelling units. The project opening year is anticipated to be 2026. Access to the project will be provided via two driveways. Driveway 1 is located on Highland Avenue and is a full-access driveway. Driveway 2 is located on Walnut Street and is a full-access driveway. Under existing and opening year (2026) conditions, two intersections are forecast to operate at unsatisfactory levels of service. Under future build-out year (2050) conditions, four intersections are forecast to operate at unsatisfactory levels of service. With the implementation of the circulation improvements, all intersections are forecast to operate at satisfactory levels of service. A queuing analysis was conducted for the eastbound left-turn at the intersection of Knox Avenue and Walnut Street and shows a maximum of one vehicle queued under future build-out year (2050) with project conditions. 35 LOS AM Peak Hour PM Peak Hour Intersection Standard Jurisdiction Control Delay LOS Delay LOS Control Delay LOS Delay LOS 2: Beech Ave & Walnut St C Fontana AWSC 20.3 C 41.4 E * Signal 19.2 B 18.7 B -1.1 -22.7 No 4: Knox Ave & Highland Ave C Fontana TWSC >100 F * >100 F * Signal 27.2 C 21.6 C -839.3 -981.7 No 8: Citrus Ave & Highland Ave C Fontana Signal 40.9 D * 60.8 E * Signal 34.9 C 32.1 C -6.0 -28.7 No *Exceeds LOS Standard TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case approach/movement. LOS = Level of Service AM Peak Hour PM Peak Hour Table G: Future Build-Out Year (2050) With Project With Improvements Levels of Service With Project With Project With Improvements Change In Delay Exceed City Significant Impact Threshold? AM Peak Hour PM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v3\LOS\2045 Summary MIT 36 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 21 Legend Signal Circulation Improvements Stop Sign de-facto right Walnut Street and Highland Avenue Residential Future Build-out Year (2050) With Project With Improvements Intersection Geometrics and Stop Control a acce acd fadad acd wvt ad ad acce y f b acd z d aacc af e cce aa c c e acce xvv ab e vvtt xvvtt aa c e xvvt ac c e wvt ad ac c e y ad the transportation solutions com pany... d d dd d P:\DP - Fontana Walnut Residential\Analysis v3\Figure 21 Future Build-out Year (2050) With Project With Improvements Intersection Geometrics and Stop Control 9/30/2025 37 the transportation solutions company... AM Peak Hour PM Peak Hour Intersection Movement Queue Length1 Queue Length1 5 . Knox Ave & Walnut St EBTL 25 25 Notes: Queues reported are 95th Percentile queue lengths per movement in feet. With Project Table H: Future Build-Out Year (2050) With Project Queues P:\DP - Fontana Walnut Residential\Analysis v3\Queues\2050 38 FIGURE 22 Walnut Street and Highland Avenue Residential Future Year SBTAM Knox Avenue Extension (AM Peak Period) the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 22 Future Year SBTAM Knox Avenue Extension (AM Peak Period) (7/28/2025) 39 FIGURE 23 Walnut Street and Highland Avenue Residential Future Year SBTAM Knox Avenue Extension (PM Peak Period) the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 23 Future Year SBTAM Knox Avenue Extension (PM Peak Period) (7/28/2025) 40 FIGURE 24 Walnut Street and Highland Avenue Residential Future Year SBTAM Knox Avenue Extension (Daily) the transportation solutions com pany... P:\DP - Fontana Walnut Residential\Analysis v2\Figure 24 Future Year SBTAM Knox Avenue Extension (Daily) (7/28/2025) 41 Walnut Street and Highland Avenue Residential Traffic Impact Analysis January 2025 Appendix A APPENDIX A: APPROVED SCOPING AGREEMENT Traffic Impact Analysis -14-Al 2008 Preparation Guide This letter acknowledges the Riverside County Transportation Department requirements for traffic impact analysis of the following project. The analysis must follow the Riverside County Transportation Department Traffic Study Guidelines dated February 2005. Case No. (i.e. TR, PM, CUP, PP) Related Cases - SP No. EIR No. GPA No. CZ No. Project Name: Project Address: Project Description: Consultant Developer Name: Address: Telephone: Fax: A. Trip Generation Source: (ITE 7th Edition or other) Current GP Land Use Proposed Land Use Current Zoning Proposed Zoning Current Trip Generation Proposed Trip Generation In Out Total In Out Total AM Trips PM Trips Internal Trip Allowance Yes No (% Trip Discount) Pass-By Trip Allowance Yes No (% Trip Discount) A trip discount is allowed for appropriate land uses . The trips at adjacent study area intersections and project driveways shall be indicated on a report figure. B.Trip Geographic Distribution:N % S % E % W % (attach exhibit for detailed assignment) C. Background Traffic Phase Year(s) _________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: Model/Forecast methodology quirements for traffic he Riverside County Transportation This letter acknowledges the City of Fontana Engineering Department requirements for traffic impact analysis of the following project. The analysis must follow the SBCTA Congestion Management Plan (CMP) Guidelines Updated 2016. Traffic Impact Analysis -5- Preparation Guide D. Study intersections: 1. 2. 3. 4. 5. E. Study Roadway Segments: 1. 2. 3. 4. 5. E. Other Jurisdictional Impacts Is this project within a City’s Sphere of Influence or one-mile radius of City boundaries? Yes No If so, name of City Jurisdiction: F. Site Plan (please attach reduced copy) G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline)(To be filled out by Transportation Department) H. Existing Conditions Traffic count data must be new or recent. Provide traffic count dates if using other than new counts. Date of counts______________________________________________________________________ *NOTE* Traffic Study Submittal Form and appropriate fee must be submitted with, or prior to submittal of this form. Transportation Department staff will not process the Scoping Agreement prior to receipt of the fee. Recommended by: ______________________________ _________ Consultant’s Representative Date Scoping Agreement Submitted on _____________ Revised on ___________________ Approved Scoping Agreement: _________________________ ________Riverside Count 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. ATTACHMENT 1: Walnut St. & Highland Ave. Residential, City of Fontana the transportation solutions company... INTRODUCTION This scope of work proposes to evaluate the potential traffic and circulation impacts associated with the Walnut Street and Highland Avenue residential project. The proposed project site is located between Walnut Street and Highland Avenue and west of Almeria Avenue in the City of Fontana, California. The project includes residential townhomes and condominiums. The City of Fontana Traffic Impact Analysis TIA Guidelines (Guidelines) for Vehicle Miles Traveled (VMT) and Level of Service Assessment (October 21, 2020) includes standardized criteria and established thresholds of significance for analyzing transportation impacts for CEQA. The City also maintains LOS policies as part of the General Plan and discretionary review process. Therefore, the following scope of work includes an evaluation of LOS and VMT impacts for the proposed project. PROJECT DESCRIPTION The project site is located between Walnut Street and South Highland Avenue and west of Almeria Avenue. The project includes the construction of the following: 169 attached townhomes. 224 detached condominiums. Access to the project will be provided via the existing full-access intersection of Knox Avenue and South Highland Avenue to the north, and a new full-access driveway via Knox Avenue and Walnut Street to the south. Figure 1 illustrates the project site plan. STUDY AREA The study area is based on the City Guidelines, which requires the analysis of intersections with more than 50 peak hour project trips. The following study intersections will be included in the analysis: 1. Beech Avenue & Highland Avenue. 2. Beech Avenue & Walnut Street. 3. Tailwind Lane & Walnut Street. 4. Knox Avenue & Highland Avenue. 5. Knox Avenue & Walnut Street. 6. Citrus Avenue & SR-210 Westbound Ramps. 7. Citrus Avenue & SR-210 Eastbound Ramps. 8. Citrus Avenue & Highland Avenue. 9. Citrus Avenue & Walnut Street. The study area intersections are shown in Figure 2. The weekday peak hours to be analyzed are from 7:00 a.m. to 9:00 a.m. in the morning and 4:00 p.m. to 6:00 p.m. in the evening. The analysis of traffic operations and LOS during the a.m. and p.m. peak hours will be provided for the following analysis years: Existing Conditions. Existing plus Project Conditions. Opening Year without Project Conditions. Opening Year with Project Conditions. Opening Year with Project Conditions With Mitigation (if necessary). Future Build-out Year Without Project Conditions. ATTACHMENT 1: Walnut St. & Highland Ave. Residential, City of Fontana the transportation solutions company... Future Build-out Year With Project Conditions. Future Build-out Year With Project Conditions With Mitigation (if necessary). PROJECT TRIP GENERATION The trip generation for the proposed project was developed based on rates included in the Institute of Transportation Engineers’ (ITE) Trip Generation (11th Edition). The rates included are Land Use 210 “Single-Family Detached Housing” and Land Use 220 “Multifamily Housing (Low-Rise). Table A shows the total trip generation for the proposed project. As shown in Table A, the project is anticipated to generate 225 a.m. peak hour trips, 297 p.m. peak hour trips, and 3,251 daily trips. PROJECT TRIP DISTRIBUTION AND ASSIGNMENT The trip distribution for residential uses is based on local and regional destinations. The trip distribution is shown in Figure 3. The resulting trip assignment for the a.m. and p.m. peak hours are shown in Figure 4. EXISTING TRAFFIC VOLUMES Existing traffic conditions will be based on existing a.m. and p.m. peak period traffic counts. FUTURE TRAFFIC VOLUMES The opening year without project traffic volumes will be developed through application of growth rates to the existing without project traffic volumes and adding approved and pending project trips. Based on discussion with City staff, data from the Westgate traffic studies should be used to develop opening year traffic volumes. Translutions requests that the City provide the Westgate traffic studies data to develop the opening year without project traffic volumes. The forecast year volumes will be developed by using forecast volumes obtained from the SBTAM and will be post- processed using methodologies consistent with National Cooperative Highway Research Program Report 255 (NCHRP-255). Based on discussion with City staff, the SBTAM does not include the realignment of Victoria Street west of Cherry Avenue with Walnut Street east of Cherry Avenue. The forecast year volumes will be compared to the opening year volumes. If the forecast year volumes are lower than the opening year volumes, the opening year volumes with a growth of 5 percent will be applied to develop the final forecast year volumes. INTERSECTION ANALYSIS METHODOLOGY Traffic volumes for existing, opening year, and forecast year conditions will be used to calculate levels of service at the study intersections using the HCM 7th Edition Methodology for unsignalized and signalized intersections using Synchro software. KNOX AVENUE TRAFFIC IMPACT ANALYSIS Based on the City’s General Plan Circulation Element, Knox Avenue from Highland Avenue to Walnut Street is located in an area that requires a traffic impact analysis to determine street alignment and classification. Translutions reviewed the forecast year SBTAM and the Knox Avenue segment from Highland Avenue to Walnut Street is not included in the model. Translutions will add the Knox Avenue segment and re-run the model. A comparison of the volumes without and with the Knox Avenue segment will be evaluated at the intersections of Beech Avenue/Highland Avenue, Beech Avenue/Walnut Street, Knox Avenue/Highland Avenue, Knox Avenue/Walnut Street, Citrus Avenue/Highland Avenue, and Citrus Avenue/Walnut Street. If the volume change is minimal, an LOS analysis will not be conducted. ATTACHMENT 1: Walnut St. & Highland Ave. Residential, City of Fontana the transportation solutions company... KNOX AVENUE AND HIGHLAND AVENUE WARRANT ANALYSIS A signal/all-way stop warrant at the intersection of Knox Avenue and Highland Avenue will be conducted if it is determined that the intersection is forecast to operate at unsatisfactory levels of service. KNOX AVENUE AND WALNUT STREET IMPROVEMENTS Based on discussion with City staff, Walnut Street is planned to have a median that prevents left-turn ingress/egress. If the LOS and Queuing analysis at Knox Avenue and Walnut Street shows that the intersection will operate at unsatisfactory conditions, Translutions may recommend restricting left-turn ingress/egress or other circulation improvements. VMT SCREENING ANALYSIS A VMT screening analysis will be conducted based on the City guidelines. It is anticipated that the project will screen out from a detailed VMT analysis based on the Low VMT area criteria. A VMT screening memo discussing the various screening criteria and methodology will be submitted to the City. ATTACHMENT 1: Walnut St. & Highland Ave. Residential, City of Fontana the transportation solutions company... Attachments: Figure 1 – Site Plan Figure 2 – Study Area Intersections Table A – Project Trip Generation Figure 3 – Project Trip Distribution Figure 4 – Project Trip Assignment FIGURE 1 Walnut St and S. Highland Ave Residential Site Plan the transportation solutions company... P:\DP - Fontana Walnut Residential\Scope v2\Site Plan (10/24/2024) the transportation solutions company... Land Use In Out Total In Out Total Daily Multi-Family Housing Trip Generation Rates 1 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Trip Generation 169 DU 16 52 68 54 32 86 1,139 Single-Family Residential Trip Generation Rates 2 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Trip Generation 224 DU 41 116 157 133 78 211 2,112 Total Trip Generation 57 168 225 187 110 297 3,251 1 2 Trip generation based on rates for Land Use 210 - "Single-Family Detached Housing" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Table A: Project Trip Generation A.M. Peak Hour P.M. Peak Hour Units Trip generation based on rates for Land Use 220 - "Multifamily Housing (Low-Rise) Not Close to Transit" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Notes: DU = Dwelling Unit Trip Gen\Trip Gen ITE (10%)(10%) (10%)(10%)(20%)20%35% 10%10%20%20%20% 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 25%5%5% 10%(15%)(25%) (5%)(5%) (5%) 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 3 XX%(YY%)Inbound%(Outbound%) Distribution Walnut St and S. Highland Ave Residential Project Trip Distribution 5% 25 % 15 % 25 % (2 5 % ) 30 % (1 0 % ) (5 % ) (2 5 % ) 5% (1 5 % ) (2 0 % ) (3 5 % ) 10 % (2 0 % ) (5 % ) (2 0 % ) 5%10 % the transportation solutions company... P:\DP - Fontana Walnut Residential\Scope v2\Project Trip Distribution (10/25/2024) 17/11 17/11 17/11 17/11 34/22 11/37 20/65 6/19 6/19 11/37 11/37 11/37 1 Beech Ave & Highland Ave 2 Beech Ave & Walnut St 3 Tailwind Ln & Walnut St 4 Knox Ave & Highland Ave 5 Knox Ave & Walnut St 14/47 3/9 3/9 6/19 25/17 42/28 8/6 8/6 8/6 6 Citrus Ave & SR-210 WB Ramps 7 Citrus Ave & SR-210 EB Ramps 8 Citrus Ave & Highland Ave 9 Citrus Ave & Walnut St FIGURE 4 XX/YY AM/PM Peak Hour Project Trips Walnut St and S. Highland Ave Residential Project Trip Assignment 3/ 9 14 / 4 7 9/ 2 8 14 / 4 7 42 / 2 8 17 / 5 6 17 / 1 1 8/ 6 42 / 2 8 3/ 9 25 / 1 7 34 / 2 2 59 / 3 9 6/ 1 9 34 / 2 2 8/ 6 34 / 2 2 3/ 9 6/ 1 9 the transportation solutions company... P:\DP - Fontana Walnut Residential\Scope v2\Project Trip Assignment (10/24/2024) Walnut Street and Highland Avenue Residential Traffic Impact Analysis January 2025 Appendix B APPENDIX B: TRAFFIC COUNTS File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 50 13 67 9 28 8 45 3 77 13 93 10 26 1 37 242 07:15 AM 7 80 22 109 17 46 21 84 8 62 18 88 23 36 0 59 340 07:30 AM 10 85 30 125 19 66 12 97 16 104 24 144 22 26 0 48 414 07:45 AM 13 94 51 158 25 60 26 111 11 113 16 140 32 42 0 74 483 Total 34 309 116 459 70 200 67 337 38 356 71 465 87 130 1 218 1479 08:00 AM 7 125 24 156 30 39 13 82 6 145 18 169 31 63 0 94 501 08:15 AM 18 109 19 146 14 35 18 67 9 186 13 208 22 51 0 73 494 08:30 AM 7 90 12 109 13 36 10 59 4 78 9 91 20 32 0 52 311 08:45 AM 5 43 9 57 8 23 16 47 7 69 5 81 11 18 1 30 215 Total 37 367 64 468 65 133 57 255 26 478 45 549 84 164 1 249 1521 Grand Total 71 676 180 927 135 333 124 592 64 834 116 1014 171 294 2 467 3000 Apprch %7.7 72.9 19.4 22.8 56.2 20.9 6.3 82.2 11.4 36.6 63 0.4 Total %2.4 22.5 6 30.9 4.5 11.1 4.1 19.7 2.1 27.8 3.9 33.8 5.7 9.8 0.1 15.6 Passenger Vehicles 70 668 176 914 132 327 121 580 62 823 114 999 167 289 2 458 2951 % Passenger Vehicles 98.6 98.8 97.8 98.6 97.8 98.2 97.6 98 96.9 98.7 98.3 98.5 97.7 98.3 100 98.1 98.4 Large 2 Axle Vehicles 1 7 4 12 2 2 3 7 2 11 1 14 4 5 0 9 42 % Large 2 Axle Vehicles 1.4 1 2.2 1.3 1.5 0.6 2.4 1.2 3.1 1.3 0.9 1.4 2.3 1.7 0 1.9 1.4 3 Axle Vehicles 0 1 0 1 1 4 0 5 0 0 1 1 0 0 0 0 7 % 3 Axle Vehicles 0 0.1 0 0.1 0.7 1.2 0 0.8 0 0 0.9 0.1 0 0 0 0 0.2 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 10 85 30 125 19 66 12 97 16 104 24 144 22 26 0 48 414 07:45 AM 13 94 51 158 25 60 26 111 11 113 16 140 32 42 0 74 483 08:00 AM 7 125 24 156 30 39 13 82 6 145 18 169 31 63 0 94 501 08:15 AM 18 109 19 146 14 35 18 67 9 186 13 208 22 51 0 73 494 Total Volume 48 413 124 585 88 200 69 357 42 548 71 661 107 182 0 289 1892 % App. Total 8.2 70.6 21.2 24.6 56 19.3 6.4 82.9 10.7 37 63 0 PHF .667 .826 .608 .926 .733 .758 .663 .804 .656 .737 .740 .794 .836 .722 .000 .769 .944 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 124 Thru 413 Left 48 InOut Total 724 585 1309 Ri g h t 69 Th r u 20 0 Le f t 88 Ou t To t a l In 30 1 35 7 65 8 Left 42 Thru 548 Right 71 Out TotalIn 501 661 1162 Le f t 10 7 Th r u 18 2 Ri g h t 0 To t a l Ou t In 36 6 28 9 65 5 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:15 AM 07:30 AM 07:45 AM +0 mins.10 85 30 125 17 46 21 84 16 104 24 144 32 42 0 74 +15 mins.13 94 51 158 19 66 12 97 11 113 16 140 31 63 0 94 +30 mins.7 125 24 156 25 60 26 111 6 145 18 169 22 51 0 73 +45 mins.18 109 19 146 30 39 13 82 9 186 13 208 20 32 0 52 Total Volume 48 413 124 585 91 211 72 374 42 548 71 661 105 188 0 293 % App. Total 8.2 70.6 21.2 24.3 56.4 19.3 6.4 82.9 10.7 35.8 64.2 0 PHF .667 .826 .608 .926 .758 .799 .692 .842 .656 .737 .740 .794 .820 .746 .000 .779 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 48 13 65 8 26 8 42 3 76 12 91 9 24 1 34 232 07:15 AM 7 79 22 108 16 45 21 82 8 62 18 88 23 35 0 58 336 07:30 AM 10 84 28 122 19 66 10 95 15 101 24 140 21 25 0 46 403 07:45 AM 12 93 51 156 24 59 26 109 11 112 16 139 32 41 0 73 477 Total 33 304 114 451 67 196 65 328 37 351 70 458 85 125 1 211 1448 08:00 AM 7 125 24 156 30 38 13 81 5 144 17 166 30 63 0 93 496 08:15 AM 18 109 19 146 14 35 17 66 9 184 13 206 22 51 0 73 491 08:30 AM 7 88 11 106 13 36 10 59 4 76 9 89 19 32 0 51 305 08:45 AM 5 42 8 55 8 22 16 46 7 68 5 80 11 18 1 30 211 Total 37 364 62 463 65 131 56 252 25 472 44 541 82 164 1 247 1503 Grand Total 70 668 176 914 132 327 121 580 62 823 114 999 167 289 2 458 2951 Apprch %7.7 73.1 19.3 22.8 56.4 20.9 6.2 82.4 11.4 36.5 63.1 0.4 Total %2.4 22.6 6 31 4.5 11.1 4.1 19.7 2.1 27.9 3.9 33.9 5.7 9.8 0.1 15.5 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 10 84 28 122 19 66 10 95 15 101 24 140 21 25 0 46 403 07:45 AM 12 93 51 156 24 59 26 109 11 112 16 139 32 41 0 73 477 08:00 AM 7 125 24 156 30 38 13 81 5 144 17 166 30 63 0 93 496 08:15 AM 18 109 19 146 14 35 17 66 9 184 13 206 22 51 0 73 491 Total Volume 47 411 122 580 87 198 66 351 40 541 70 651 105 180 0 285 1867 % App. Total 8.1 70.9 21 24.8 56.4 18.8 6.1 83.1 10.8 36.8 63.2 0 PHF .653 .822 .598 .929 .725 .750 .635 .805 .667 .735 .729 .790 .820 .714 .000 .766 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 122 Thru 411 Left 47 InOut Total 712 580 1292 Ri g h t 66 Th r u 19 8 Le f t 87 Ou t To t a l In 29 7 35 1 64 8 Left 40 Thru 541 Right 70 Out TotalIn 498 651 1149 Le f t 10 5 Th r u 18 0 Ri g h t 0 To t a l Ou t In 36 0 28 5 64 5 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.10 84 28 122 19 66 10 95 15 101 24 140 21 25 0 46 +15 mins.12 93 51 156 24 59 26 109 11 112 16 139 32 41 0 73 +30 mins.7 125 24 156 30 38 13 81 5 144 17 166 30 63 0 93 +45 mins.18 109 19 146 14 35 17 66 9 184 13 206 22 51 0 73 Total Volume 47 411 122 580 87 198 66 351 40 541 70 651 105 180 0 285 % App. Total 8.1 70.9 21 24.8 56.4 18.8 6.1 83.1 10.8 36.8 63.2 0 PHF .653 .822 .598 .929 .725 .750 .635 .805 .667 .735 .729 .790 .820 .714 .000 .766 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 1 0 1 0 2 0 2 0 1 1 2 1 2 0 3 8 07:15 AM 0 1 0 1 1 0 0 1 0 0 0 0 0 1 0 1 3 07:30 AM 0 1 2 3 0 0 2 2 1 3 0 4 1 1 0 2 11 07:45 AM 1 1 0 2 1 0 0 1 0 1 0 1 0 1 0 1 5 Total 1 4 2 7 2 2 2 6 1 5 1 7 2 5 0 7 27 08:00 AM 0 0 0 0 0 0 0 0 1 1 0 2 1 0 0 1 3 08:15 AM 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 3 08:30 AM 0 2 1 3 0 0 0 0 0 2 0 2 1 0 0 1 6 08:45 AM 0 1 1 2 0 0 0 0 0 1 0 1 0 0 0 0 3 Total 0 3 2 5 0 0 1 1 1 6 0 7 2 0 0 2 15 Grand Total 1 7 4 12 2 2 3 7 2 11 1 14 4 5 0 9 42 Apprch %8.3 58.3 33.3 28.6 28.6 42.9 14.3 78.6 7.1 44.4 55.6 0 Total %2.4 16.7 9.5 28.6 4.8 4.8 7.1 16.7 4.8 26.2 2.4 33.3 9.5 11.9 0 21.4 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 1 2 3 0 0 2 2 1 3 0 4 1 1 0 2 11 07:45 AM 1 1 0 2 1 0 0 1 0 1 0 1 0 1 0 1 5 08:00 AM 0 0 0 0 0 0 0 0 1 1 0 2 1 0 0 1 3 08:15 AM 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 3 Total Volume 1 2 2 5 1 0 3 4 2 7 0 9 2 2 0 4 22 % App. Total 20 40 40 25 0 75 22.2 77.8 0 50 50 0 PHF .250 .500 .250 .417 .250 .000 .375 .500 .500 .583 .000 .563 .500 .500 .000 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 2 Thru 2 Left 1 InOut Total 12 5 17 Ri g h t 3 Th r u 0 Le f t 1 Ou t To t a l In 3 4 7 Left 2 Thru 7 Right 0 Out TotalIn 3 9 12 Le f t 2 Th r u 2 Ri g h t 0 To t a l Ou t In 4 4 8 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 1 2 3 0 0 2 2 1 3 0 4 1 1 0 2 +15 mins.1 1 0 2 1 0 0 1 0 1 0 1 0 1 0 1 +30 mins.0 0 0 0 0 0 0 0 1 1 0 2 1 0 0 1 +45 mins.0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 Total Volume 1 2 2 5 1 0 3 4 2 7 0 9 2 2 0 4 % App. Total 20 40 40 25 0 75 22.2 77.8 0 50 50 0 PHF .250 .500 .250 .417 .250 .000 .375 .500 .500 .583 .000 .563 .500 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 1 0 1 1 0 0 1 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 0 1 0 1 1 2 0 3 0 0 0 0 0 0 0 0 4 08:00 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 Grand Total 0 1 0 1 1 4 0 5 0 0 1 1 0 0 0 0 7 Apprch %0 100 0 20 80 0 0 0 100 0 0 0 Total %0 14.3 0 14.3 14.3 57.1 0 71.4 0 0 14.3 14.3 0 0 0 0 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:00 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 % App. Total 0 0 0 0 100 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .250 .250 .000 .000 .000 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 2 Le f t 0 Ou t To t a l In 1 2 3 Left 0 Thru 0 Right 1 Out TotalIn 0 1 1 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 2 0 2 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 % App. Total 0 0 0 0 100 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .250 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 19 95 13 127 21 35 15 71 8 90 19 117 10 84 0 94 409 04:15 PM 23 98 14 135 19 28 14 61 2 95 23 120 25 68 1 94 410 04:30 PM 32 101 21 154 22 31 18 71 8 98 16 122 20 85 0 105 452 04:45 PM 30 96 22 148 24 40 11 75 5 84 18 107 15 68 2 85 415 Total 104 390 70 564 86 134 58 278 23 367 76 466 70 305 3 378 1686 05:00 PM 30 82 28 140 19 39 18 76 6 82 13 101 15 55 1 71 388 05:15 PM 15 96 11 122 18 33 21 72 8 79 12 99 26 78 0 104 397 05:30 PM 25 78 21 124 15 34 16 65 4 82 21 107 9 67 0 76 372 05:45 PM 20 82 28 130 19 40 8 67 4 102 16 122 17 66 2 85 404 Total 90 338 88 516 71 146 63 280 22 345 62 429 67 266 3 336 1561 Grand Total 194 728 158 1080 157 280 121 558 45 712 138 895 137 571 6 714 3247 Apprch %18 67.4 14.6 28.1 50.2 21.7 5 79.6 15.4 19.2 80 0.8 Total %6 22.4 4.9 33.3 4.8 8.6 3.7 17.2 1.4 21.9 4.3 27.6 4.2 17.6 0.2 22 Passenger Vehicles 193 725 156 1074 155 275 120 550 44 708 136 888 134 566 6 706 3218 % Passenger Vehicles 99.5 99.6 98.7 99.4 98.7 98.2 99.2 98.6 97.8 99.4 98.6 99.2 97.8 99.1 100 98.9 99.1 Large 2 Axle Vehicles 1 1 1 3 2 3 1 6 1 4 1 6 3 5 0 8 23 % Large 2 Axle Vehicles 0.5 0.1 0.6 0.3 1.3 1.1 0.8 1.1 2.2 0.6 0.7 0.7 2.2 0.9 0 1.1 0.7 3 Axle Vehicles 0 1 1 2 0 2 0 2 0 0 0 0 0 0 0 0 4 % 3 Axle Vehicles 0 0.1 0.6 0.2 0 0.7 0 0.4 0 0 0 0 0 0 0 0 0.1 4+ Axle Trucks 0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 % 4+ Axle Trucks 0 0.1 0 0.1 0 0 0 0 0 0 0.7 0.1 0 0 0 0 0.1 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 19 95 13 127 21 35 15 71 8 90 19 117 10 84 0 94 409 04:15 PM 23 98 14 135 19 28 14 61 2 95 23 120 25 68 1 94 410 04:30 PM 32 101 21 154 22 31 18 71 8 98 16 122 20 85 0 105 452 04:45 PM 30 96 22 148 24 40 11 75 5 84 18 107 15 68 2 85 415 Total Volume 104 390 70 564 86 134 58 278 23 367 76 466 70 305 3 378 1686 % App. Total 18.4 69.1 12.4 30.9 48.2 20.9 4.9 78.8 16.3 18.5 80.7 0.8 PHF .813 .965 .795 .916 .896 .838 .806 .927 .719 .936 .826 .955 .700 .897 .375 .900 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 70 Thru 390 Left 104 InOut Total 495 564 1059 Ri g h t 58 Th r u 13 4 Le f t 86 Ou t To t a l In 48 5 27 8 76 3 Left 23 Thru 367 Right 76 Out TotalIn 479 466 945 Le f t 70 Th r u 30 5 Ri g h t 3 To t a l Ou t In 22 7 37 8 60 5 Peak Hour Begins at 04:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:30 PM 04:00 PM 04:00 PM +0 mins.23 98 14 135 22 31 18 71 8 90 19 117 10 84 0 94 +15 mins.32 101 21 154 24 40 11 75 2 95 23 120 25 68 1 94 +30 mins.30 96 22 148 19 39 18 76 8 98 16 122 20 85 0 105 +45 mins.30 82 28 140 18 33 21 72 5 84 18 107 15 68 2 85 Total Volume 115 377 85 577 83 143 68 294 23 367 76 466 70 305 3 378 % App. Total 19.9 65.3 14.7 28.2 48.6 23.1 4.9 78.8 16.3 18.5 80.7 0.8 PHF .898 .933 .759 .937 .865 .894 .810 .967 .719 .936 .826 .955 .700 .897 .375 .900 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 18 95 13 126 21 32 14 67 8 89 18 115 10 83 0 93 401 04:15 PM 23 97 14 134 19 28 14 61 1 94 23 118 24 67 1 92 405 04:30 PM 32 99 21 152 21 31 18 70 8 97 16 121 19 84 0 103 446 04:45 PM 30 96 22 148 24 40 11 75 5 84 18 107 15 68 2 85 415 Total 103 387 70 560 85 131 57 273 22 364 75 461 68 302 3 373 1667 05:00 PM 30 82 26 138 19 39 18 76 6 82 12 100 15 55 1 71 385 05:15 PM 15 96 11 122 18 31 21 70 8 79 12 99 26 77 0 103 394 05:30 PM 25 78 21 124 14 34 16 64 4 82 21 107 9 66 0 75 370 05:45 PM 20 82 28 130 19 40 8 67 4 101 16 121 16 66 2 84 402 Total 90 338 86 514 70 144 63 277 22 344 61 427 66 264 3 333 1551 Grand Total 193 725 156 1074 155 275 120 550 44 708 136 888 134 566 6 706 3218 Apprch %18 67.5 14.5 28.2 50 21.8 5 79.7 15.3 19 80.2 0.8 Total %6 22.5 4.8 33.4 4.8 8.5 3.7 17.1 1.4 22 4.2 27.6 4.2 17.6 0.2 21.9 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 18 95 13 126 21 32 14 67 8 89 18 115 10 83 0 93 401 04:15 PM 23 97 14 134 19 28 14 61 1 94 23 118 24 67 1 92 405 04:30 PM 32 99 21 152 21 31 18 70 8 97 16 121 19 84 0 103 446 04:45 PM 30 96 22 148 24 40 11 75 5 84 18 107 15 68 2 85 415 Total Volume 103 387 70 560 85 131 57 273 22 364 75 461 68 302 3 373 1667 % App. Total 18.4 69.1 12.5 31.1 48 20.9 4.8 79 16.3 18.2 81 0.8 PHF .805 .977 .795 .921 .885 .819 .792 .910 .688 .938 .815 .952 .708 .899 .375 .905 .934 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 70 Thru 387 Left 103 InOut Total 489 560 1049 Ri g h t 57 Th r u 13 1 Le f t 85 Ou t To t a l In 48 0 27 3 75 3 Left 22 Thru 364 Right 75 Out TotalIn 475 461 936 Le f t 68 Th r u 30 2 Ri g h t 3 To t a l Ou t In 22 3 37 3 59 6 Peak Hour Begins at 04:00 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.18 95 13 126 21 32 14 67 8 89 18 115 10 83 0 93 +15 mins.23 97 14 134 19 28 14 61 1 94 23 118 24 67 1 92 +30 mins.32 99 21 152 21 31 18 70 8 97 16 121 19 84 0 103 +45 mins.30 96 22 148 24 40 11 75 5 84 18 107 15 68 2 85 Total Volume 103 387 70 560 85 131 57 273 22 364 75 461 68 302 3 373 % App. Total 18.4 69.1 12.5 31.1 48 20.9 4.8 79 16.3 18.2 81 0.8 PHF .805 .977 .795 .921 .885 .819 .792 .910 .688 .938 .815 .952 .708 .899 .375 .905 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 1 0 0 1 0 2 1 3 0 1 1 2 0 1 0 1 7 04:15 PM 0 0 0 0 0 0 0 0 1 1 0 2 1 1 0 2 4 04:30 PM 0 1 0 1 1 0 0 1 0 1 0 1 1 1 0 2 5 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 1 0 2 1 2 1 4 1 3 1 5 2 3 0 5 16 05:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 05:30 PM 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 1 2 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 1 2 Total 0 0 1 1 1 1 0 2 0 1 0 1 1 2 0 3 7 Grand Total 1 1 1 3 2 3 1 6 1 4 1 6 3 5 0 8 23 Apprch %33.3 33.3 33.3 33.3 50 16.7 16.7 66.7 16.7 37.5 62.5 0 Total %4.3 4.3 4.3 13 8.7 13 4.3 26.1 4.3 17.4 4.3 26.1 13 21.7 0 34.8 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 0 0 1 0 2 1 3 0 1 1 2 0 1 0 1 7 04:15 PM 0 0 0 0 0 0 0 0 1 1 0 2 1 1 0 2 4 04:30 PM 0 1 0 1 1 0 0 1 0 1 0 1 1 1 0 2 5 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 1 0 2 1 2 1 4 1 3 1 5 2 3 0 5 16 % App. Total 50 50 0 25 50 25 20 60 20 40 60 0 PHF .250 .250 .000 .500 .250 .250 .250 .333 .250 .750 .250 .625 .500 .750 .000 .625 .571 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 0 Thru 1 Left 1 InOut Total 6 2 8 Ri g h t 1 Th r u 2 Le f t 1 Ou t To t a l In 5 4 9 Left 1 Thru 3 Right 1 Out TotalIn 2 5 7 Le f t 2 Th r u 3 Ri g h t 0 To t a l Ou t In 3 5 8 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.1 0 0 1 0 2 1 3 0 1 1 2 0 1 0 1 +15 mins.0 0 0 0 0 0 0 0 1 1 0 2 1 1 0 2 +30 mins.0 1 0 1 1 0 0 1 0 1 0 1 1 1 0 2 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 1 0 2 1 2 1 4 1 3 1 5 2 3 0 5 % App. Total 50 50 0 25 50 25 20 60 20 40 60 0 PHF .250 .250 .000 .500 .250 .250 .250 .333 .250 .750 .250 .625 .500 .750 .000 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 2 05:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 Grand Total 0 1 1 2 0 2 0 2 0 0 0 0 0 0 0 0 4 Apprch %0 50 50 0 100 0 0 0 0 0 0 0 Total %0 25 25 50 0 50 0 50 0 0 0 0 0 0 0 0 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 2 % App. Total 0 100 0 0 100 0 0 0 0 0 0 0 PHF .000 .250 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 0 Thru 1 Left 0 InOut Total 0 1 1 Ri g h t 0 Th r u 1 Le f t 0 Ou t To t a l In 0 1 1 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 % App. Total 0 100 0 0 100 0 0 0 0 0 0 0 PHF .000 .250 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Grand Total 0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 Apprch %0 100 0 0 0 0 0 0 100 0 0 0 Total %0 50 0 50 0 0 0 0 0 0 50 50 0 0 0 0 Beech Avenue Southbound Highland Avenue Westbound Beech Avenue Northbound Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 01_FON_Bee_High PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Highland Avenue Weather: Clear Beech Avenue H i g h l a n d A v e n u e H i g h l a n d A v e n u e Beech Avenue Right 0 Thru 1 Left 0 InOut Total 0 1 1 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/15/2024 N/S: Day:Wednesday E/W: North Leg East Leg South Leg West Leg Beech Avenue Highland Avenue Beech Avenue Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 1 0 1 1 3 1 1 0 0 2 0 0 0 0 0 0 1 2 0 3 0 0 1 0 1 0 0 1 0 1 0 0 2 0 2 0 2 0 0 2 2 4 7 1 14 North Leg East Leg South Leg West Leg Beech Avenue Highland Avenue Beech Avenue Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 0 0 0 0 0 2 2 0 1 0 1 2 4 0 0 0 4 0 0 0 2 2 0 1 0 1 2 0 1 0 0 1 1 0 0 0 1 5 3 0 6 14 Fontana Beech Avenue Highland Avenue PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/15/2024 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 1 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 0 3 0 0 0 0 6 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 0 0 3 Highland Avenue Beech Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Beech Avenue Highland Avenue Beech Avenue Highland Avenue TOTAL VOLUMES: Beech Avenue Highland Avenue Beech Avenue Highland Avenue Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 3 38 0 41 6 6 7 19 0 61 0 61 2 3 4 9 130 07:15 AM 6 41 3 50 12 9 4 25 2 52 0 54 7 8 1 16 145 07:30 AM 5 50 4 59 6 16 8 30 1 48 2 51 6 5 4 15 155 07:45 AM 4 80 1 85 10 12 13 35 2 68 3 73 14 5 4 23 216 Total 18 209 8 235 34 43 32 109 5 229 5 239 29 21 13 63 646 08:00 AM 3 81 1 85 9 14 9 32 8 141 1 150 9 7 2 18 285 08:15 AM 6 93 6 105 4 16 12 32 6 108 1 115 11 8 5 24 276 08:30 AM 5 69 1 75 4 6 10 20 4 57 2 63 5 12 4 21 179 08:45 AM 11 43 5 59 3 14 4 21 6 63 3 72 2 5 2 9 161 Total 25 286 13 324 20 50 35 105 24 369 7 400 27 32 13 72 901 Grand Total 43 495 21 559 54 93 67 214 29 598 12 639 56 53 26 135 1547 Apprch %7.7 88.6 3.8 25.2 43.5 31.3 4.5 93.6 1.9 41.5 39.3 19.3 Total %2.8 32 1.4 36.1 3.5 6 4.3 13.8 1.9 38.7 0.8 41.3 3.6 3.4 1.7 8.7 Passenger Vehicles 43 486 21 550 49 92 66 207 29 589 11 629 51 52 26 129 1515 % Passenger Vehicles 100 98.2 100 98.4 90.7 98.9 98.5 96.7 100 98.5 91.7 98.4 91.1 98.1 100 95.6 97.9 Large 2 Axle Vehicles 0 6 0 6 4 1 0 5 0 8 0 8 3 1 0 4 23 % Large 2 Axle Vehicles 0 1.2 0 1.1 7.4 1.1 0 2.3 0 1.3 0 1.3 5.4 1.9 0 3 1.5 3 Axle Vehicles 0 1 0 1 1 0 1 2 0 1 1 2 2 0 0 2 7 % 3 Axle Vehicles 0 0.2 0 0.2 1.9 0 1.5 0.9 0 0.2 8.3 0.3 3.6 0 0 1.5 0.5 4+ Axle Trucks 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 % 4+ Axle Trucks 0 0.4 0 0.4 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 4 80 1 85 10 12 13 35 2 68 3 73 14 5 4 23 216 08:00 AM 3 81 1 85 9 14 9 32 8 141 1 150 9 7 2 18 285 08:15 AM 6 93 6 105 4 16 12 32 6 108 1 115 11 8 5 24 276 08:30 AM 5 69 1 75 4 6 10 20 4 57 2 63 5 12 4 21 179 Total Volume 18 323 9 350 27 48 44 119 20 374 7 401 39 32 15 86 956 % App. Total 5.1 92.3 2.6 22.7 40.3 37 5 93.3 1.7 45.3 37.2 17.4 PHF .750 .868 .375 .833 .675 .750 .846 .850 .625 .663 .583 .668 .696 .667 .750 .896 .839 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 9 Thru 323 Left 18 InOut Total 457 350 807 Ri g h t 44 Th r u 48 Le f t 27 Ou t To t a l In 57 11 9 17 6 Left 20 Thru 374 Right 7 Out TotalIn 365 401 766 Le f t 39 Th r u 32 Ri g h t 15 To t a l Ou t In 77 86 16 3 Peak Hour Begins at 07:45 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:30 AM 07:45 AM 07:45 AM +0 mins.4 80 1 85 6 16 8 30 2 68 3 73 14 5 4 23 +15 mins.3 81 1 85 10 12 13 35 8 141 1 150 9 7 2 18 +30 mins.6 93 6 105 9 14 9 32 6 108 1 115 11 8 5 24 +45 mins.5 69 1 75 4 16 12 32 4 57 2 63 5 12 4 21 Total Volume 18 323 9 350 29 58 42 129 20 374 7 401 39 32 15 86 % App. Total 5.1 92.3 2.6 22.5 45 32.6 5 93.3 1.7 45.3 37.2 17.4 PHF .750 .868 .375 .833 .725 .906 .808 .921 .625 .663 .583 .668 .696 .667 .750 .896 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 3 35 0 38 6 6 7 19 0 60 0 60 2 3 4 9 126 07:15 AM 6 41 3 50 10 9 3 22 2 52 0 54 6 7 1 14 140 07:30 AM 5 50 4 59 6 16 8 30 1 48 2 51 5 5 4 14 154 07:45 AM 4 80 1 85 9 11 13 33 2 64 3 69 13 5 4 22 209 Total 18 206 8 232 31 42 31 104 5 224 5 234 26 20 13 59 629 08:00 AM 3 78 1 82 8 14 9 31 8 140 1 149 8 7 2 17 279 08:15 AM 6 92 6 104 4 16 12 32 6 105 1 112 11 8 5 24 272 08:30 AM 5 67 1 73 3 6 10 19 4 57 2 63 4 12 4 20 175 08:45 AM 11 43 5 59 3 14 4 21 6 63 2 71 2 5 2 9 160 Total 25 280 13 318 18 50 35 103 24 365 6 395 25 32 13 70 886 Grand Total 43 486 21 550 49 92 66 207 29 589 11 629 51 52 26 129 1515 Apprch %7.8 88.4 3.8 23.7 44.4 31.9 4.6 93.6 1.7 39.5 40.3 20.2 Total %2.8 32.1 1.4 36.3 3.2 6.1 4.4 13.7 1.9 38.9 0.7 41.5 3.4 3.4 1.7 8.5 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 4 80 1 85 9 11 13 33 2 64 3 69 13 5 4 22 209 08:00 AM 3 78 1 82 8 14 9 31 8 140 1 149 8 7 2 17 279 08:15 AM 6 92 6 104 4 16 12 32 6 105 1 112 11 8 5 24 272 08:30 AM 5 67 1 73 3 6 10 19 4 57 2 63 4 12 4 20 175 Total Volume 18 317 9 344 24 47 44 115 20 366 7 393 36 32 15 83 935 % App. Total 5.2 92.2 2.6 20.9 40.9 38.3 5.1 93.1 1.8 43.4 38.6 18.1 PHF .750 .861 .375 .827 .667 .734 .846 .871 .625 .654 .583 .659 .692 .667 .750 .865 .838 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 9 Thru 317 Left 18 InOut Total 446 344 790 Ri g h t 44 Th r u 47 Le f t 24 Ou t To t a l In 57 11 5 17 2 Left 20 Thru 366 Right 7 Out TotalIn 356 393 749 Le f t 36 Th r u 32 Ri g h t 15 To t a l Ou t In 76 83 15 9 Peak Hour Begins at 07:45 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.4 80 1 85 9 11 13 33 2 64 3 69 13 5 4 22 +15 mins.3 78 1 82 8 14 9 31 8 140 1 149 8 7 2 17 +30 mins.6 92 6 104 4 16 12 32 6 105 1 112 11 8 5 24 +45 mins.5 67 1 73 3 6 10 19 4 57 2 63 4 12 4 20 Total Volume 18 317 9 344 24 47 44 115 20 366 7 393 36 32 15 83 % App. Total 5.2 92.2 2.6 20.9 40.9 38.3 5.1 93.1 1.8 43.4 38.6 18.1 PHF .750 .861 .375 .827 .667 .734 .846 .871 .625 .654 .583 .659 .692 .667 .750 .865 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 3 0 3 0 0 0 0 0 1 0 1 0 0 0 0 4 07:15 AM 0 0 0 0 2 0 0 2 0 0 0 0 1 1 0 2 4 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 07:45 AM 0 0 0 0 1 1 0 2 0 4 0 4 1 0 0 1 7 Total 0 3 0 3 3 1 0 4 0 5 0 5 3 1 0 4 16 08:00 AM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 08:15 AM 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 3 08:30 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 3 1 0 0 1 0 3 0 3 0 0 0 0 7 Grand Total 0 6 0 6 4 1 0 5 0 8 0 8 3 1 0 4 23 Apprch %0 100 0 80 20 0 0 100 0 75 25 0 Total %0 26.1 0 26.1 17.4 4.3 0 21.7 0 34.8 0 34.8 13 4.3 0 17.4 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 0 0 1 1 0 2 0 4 0 4 1 0 0 1 7 08:00 AM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 08:15 AM 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 3 08:30 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 Total Volume 0 3 0 3 2 1 0 3 0 7 0 7 1 0 0 1 14 % App. Total 0 100 0 66.7 33.3 0 0 100 0 100 0 0 PHF .000 .375 .000 .375 .500 .250 .000 .375 .000 .438 .000 .438 .250 .000 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 0 Thru 3 Left 0 InOut Total 8 3 11 Ri g h t 0 Th r u 1 Le f t 2 Ou t To t a l In 0 3 3 Left 0 Thru 7 Right 0 Out TotalIn 5 7 12 Le f t 1 Th r u 0 Ri g h t 0 To t a l Ou t In 1 1 2 Peak Hour Begins at 07:45 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 1 1 0 2 0 4 0 4 1 0 0 1 +15 mins.0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 +30 mins.0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 +45 mins.0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 Total Volume 0 3 0 3 2 1 0 3 0 7 0 7 1 0 0 1 % App. Total 0 100 0 66.7 33.3 0 0 100 0 100 0 0 PHF .000 .375 .000 .375 .500 .250 .000 .375 .000 .438 .000 .438 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 08:00 AM 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 2 08:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 08:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 08:45 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Total 0 1 0 1 1 0 0 1 0 1 1 2 2 0 0 2 6 Grand Total 0 1 0 1 1 0 1 2 0 1 1 2 2 0 0 2 7 Apprch %0 100 0 50 0 50 0 50 50 100 0 0 Total %0 14.3 0 14.3 14.3 0 14.3 28.6 0 14.3 14.3 28.6 28.6 0 0 28.6 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 2 08:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 08:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Total Volume 0 1 0 1 1 0 0 1 0 1 0 1 2 0 0 2 5 % App. Total 0 100 0 100 0 0 0 100 0 100 0 0 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .000 .250 .500 .000 .000 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 0 Thru 1 Left 0 InOut Total 3 1 4 Ri g h t 0 Th r u 0 Le f t 1 Ou t To t a l In 0 1 1 Left 0 Thru 1 Right 0 Out TotalIn 2 1 3 Le f t 2 Th r u 0 Ri g h t 0 To t a l Ou t In 0 2 2 Peak Hour Begins at 07:45 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 +30 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 Total Volume 0 1 0 1 1 0 0 1 0 1 0 1 2 0 0 2 % App. Total 0 100 0 100 0 0 0 100 0 100 0 0 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .000 .250 .500 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Grand Total 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Apprch %0 100 0 0 0 0 0 0 0 0 0 0 Total %0 100 0 100 0 0 0 0 0 0 0 0 0 0 0 0 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 0 Thru 2 Left 0 InOut Total 0 2 2 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 2 0 2 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:45 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:45 AM 07:45 AM 07:45 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 93 6 112 11 13 5 29 3 95 8 106 8 13 3 24 271 04:15 PM 14 85 8 107 3 4 2 9 7 69 10 86 9 22 7 38 240 04:30 PM 12 76 12 100 7 8 9 24 2 77 6 85 12 22 1 35 244 04:45 PM 14 91 5 110 3 11 8 22 4 127 10 141 7 23 5 35 308 Total 53 345 31 429 24 36 24 84 16 368 34 418 36 80 16 132 1063 05:00 PM 18 91 5 114 3 6 15 24 7 80 10 97 8 16 6 30 265 05:15 PM 16 100 4 120 4 10 7 21 6 97 8 111 15 25 10 50 302 05:30 PM 9 96 6 111 7 10 12 29 2 106 10 118 14 16 2 32 290 05:45 PM 16 72 7 95 8 7 11 26 6 89 8 103 16 19 2 37 261 Total 59 359 22 440 22 33 45 100 21 372 36 429 53 76 20 149 1118 Grand Total 112 704 53 869 46 69 69 184 37 740 70 847 89 156 36 281 2181 Apprch %12.9 81 6.1 25 37.5 37.5 4.4 87.4 8.3 31.7 55.5 12.8 Total %5.1 32.3 2.4 39.8 2.1 3.2 3.2 8.4 1.7 33.9 3.2 38.8 4.1 7.2 1.7 12.9 Passenger Vehicles 109 691 52 852 46 69 67 182 37 730 68 835 89 154 36 279 2148 % Passenger Vehicles 97.3 98.2 98.1 98 100 100 97.1 98.9 100 98.6 97.1 98.6 100 98.7 100 99.3 98.5 Large 2 Axle Vehicles 3 12 1 16 0 0 1 1 0 6 2 8 0 2 0 2 27 % Large 2 Axle Vehicles 2.7 1.7 1.9 1.8 0 0 1.4 0.5 0 0.8 2.9 0.9 0 1.3 0 0.7 1.2 3 Axle Vehicles 0 1 0 1 0 0 1 1 0 4 0 4 0 0 0 0 6 % 3 Axle Vehicles 0 0.1 0 0.1 0 0 1.4 0.5 0 0.5 0 0.5 0 0 0 0 0.3 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 14 91 5 110 3 11 8 22 4 127 10 141 7 23 5 35 308 05:00 PM 18 91 5 114 3 6 15 24 7 80 10 97 8 16 6 30 265 05:15 PM 16 100 4 120 4 10 7 21 6 97 8 111 15 25 10 50 302 05:30 PM 9 96 6 111 7 10 12 29 2 106 10 118 14 16 2 32 290 Total Volume 57 378 20 455 17 37 42 96 19 410 38 467 44 80 23 147 1165 % App. Total 12.5 83.1 4.4 17.7 38.5 43.8 4.1 87.8 8.1 29.9 54.4 15.6 PHF .792 .945 .833 .948 .607 .841 .700 .828 .679 .807 .950 .828 .733 .800 .575 .735 .946 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 20 Thru 378 Left 57 InOut Total 496 455 951 Ri g h t 42 Th r u 37 Le f t 17 Ou t To t a l In 17 5 96 27 1 Left 19 Thru 410 Right 38 Out TotalIn 418 467 885 Le f t 44 Th r u 80 Ri g h t 23 To t a l Ou t In 76 14 7 22 3 Peak Hour Begins at 04:45 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 05:00 PM 04:45 PM 04:30 PM +0 mins.14 91 5 110 3 6 15 24 4 127 10 141 12 22 1 35 +15 mins.18 91 5 114 4 10 7 21 7 80 10 97 7 23 5 35 +30 mins.16 100 4 120 7 10 12 29 6 97 8 111 8 16 6 30 +45 mins.9 96 6 111 8 7 11 26 2 106 10 118 15 25 10 50 Total Volume 57 378 20 455 22 33 45 100 19 410 38 467 42 86 22 150 % App. Total 12.5 83.1 4.4 22 33 45 4.1 87.8 8.1 28 57.3 14.7 PHF .792 .945 .833 .948 .688 .825 .750 .862 .679 .807 .950 .828 .700 .860 .550 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 11 89 6 106 11 13 4 28 3 90 8 101 8 13 3 24 259 04:15 PM 14 82 8 104 3 4 2 9 7 68 10 85 9 20 7 36 234 04:30 PM 12 74 12 98 7 8 9 24 2 76 6 84 12 22 1 35 241 04:45 PM 14 91 5 110 3 11 7 21 4 127 10 141 7 23 5 35 307 Total 51 336 31 418 24 36 22 82 16 361 34 411 36 78 16 130 1041 05:00 PM 18 91 4 113 3 6 15 24 7 80 10 97 8 16 6 30 264 05:15 PM 16 97 4 117 4 10 7 21 6 97 8 111 15 25 10 50 299 05:30 PM 9 95 6 110 7 10 12 29 2 104 9 115 14 16 2 32 286 05:45 PM 15 72 7 94 8 7 11 26 6 88 7 101 16 19 2 37 258 Total 58 355 21 434 22 33 45 100 21 369 34 424 53 76 20 149 1107 Grand Total 109 691 52 852 46 69 67 182 37 730 68 835 89 154 36 279 2148 Apprch %12.8 81.1 6.1 25.3 37.9 36.8 4.4 87.4 8.1 31.9 55.2 12.9 Total %5.1 32.2 2.4 39.7 2.1 3.2 3.1 8.5 1.7 34 3.2 38.9 4.1 7.2 1.7 13 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 14 91 5 110 3 11 7 21 4 127 10 141 7 23 5 35 307 05:00 PM 18 91 4 113 3 6 15 24 7 80 10 97 8 16 6 30 264 05:15 PM 16 97 4 117 4 10 7 21 6 97 8 111 15 25 10 50 299 05:30 PM 9 95 6 110 7 10 12 29 2 104 9 115 14 16 2 32 286 Total Volume 57 374 19 450 17 37 41 95 19 408 37 464 44 80 23 147 1156 % App. Total 12.7 83.1 4.2 17.9 38.9 43.2 4.1 87.9 8 29.9 54.4 15.6 PHF .792 .964 .792 .962 .607 .841 .683 .819 .679 .803 .925 .823 .733 .800 .575 .735 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 19 Thru 374 Left 57 InOut Total 493 450 943 Ri g h t 41 Th r u 37 Le f t 17 Ou t To t a l In 17 4 95 26 9 Left 19 Thru 408 Right 37 Out TotalIn 414 464 878 Le f t 44 Th r u 80 Ri g h t 23 To t a l Ou t In 75 14 7 22 2 Peak Hour Begins at 04:45 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.14 91 5 110 3 11 7 21 4 127 10 141 7 23 5 35 +15 mins.18 91 4 113 3 6 15 24 7 80 10 97 8 16 6 30 +30 mins.16 97 4 117 4 10 7 21 6 97 8 111 15 25 10 50 +45 mins.9 95 6 110 7 10 12 29 2 104 9 115 14 16 2 32 Total Volume 57 374 19 450 17 37 41 95 19 408 37 464 44 80 23 147 % App. Total 12.7 83.1 4.2 17.9 38.9 43.2 4.1 87.9 8 29.9 54.4 15.6 PHF .792 .964 .792 .962 .607 .841 .683 .819 .679 .803 .925 .823 .733 .800 .575 .735 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 3 0 5 0 0 0 0 0 2 0 2 0 0 0 0 7 04:15 PM 0 3 0 3 0 0 0 0 0 1 0 1 0 2 0 2 6 04:30 PM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 04:45 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 Total 2 8 0 10 0 0 1 1 0 4 0 4 0 2 0 2 17 05:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 05:30 PM 0 1 0 1 0 0 0 0 0 1 1 2 0 0 0 0 3 05:45 PM 1 0 0 1 0 0 0 0 0 1 1 2 0 0 0 0 3 Total 1 4 1 6 0 0 0 0 0 2 2 4 0 0 0 0 10 Grand Total 3 12 1 16 0 0 1 1 0 6 2 8 0 2 0 2 27 Apprch %18.8 75 6.2 0 0 100 0 75 25 0 100 0 Total %11.1 44.4 3.7 59.3 0 0 3.7 3.7 0 22.2 7.4 29.6 0 7.4 0 7.4 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 05:30 PM 0 1 0 1 0 0 0 0 0 1 1 2 0 0 0 0 3 Total Volume 0 4 1 5 0 0 1 1 0 1 1 2 0 0 0 0 8 % App. Total 0 80 20 0 0 100 0 50 50 0 0 0 PHF .000 .333 .250 .417 .000 .000 .250 .250 .000 .250 .250 .250 .000 .000 .000 .000 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 1 Thru 4 Left 0 InOut Total 2 5 7 Ri g h t 1 Th r u 0 Le f t 0 Ou t To t a l In 1 1 2 Left 0 Thru 1 Right 1 Out TotalIn 4 2 6 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 04:45 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 +15 mins.0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 1 1 2 0 0 0 0 Total Volume 0 4 1 5 0 0 1 1 0 1 1 2 0 0 0 0 % App. Total 0 80 20 0 0 100 0 50 50 0 0 0 PHF .000 .333 .250 .417 .000 .000 .250 .250 .000 .250 .250 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 0 0 1 1 0 3 0 3 0 0 0 0 5 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 1 0 0 1 1 0 3 0 3 0 0 0 0 5 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Grand Total 0 1 0 1 0 0 1 1 0 4 0 4 0 0 0 0 6 Apprch %0 100 0 0 0 100 0 100 0 0 0 0 Total %0 16.7 0 16.7 0 0 16.7 16.7 0 66.7 0 66.7 0 0 0 0 Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 % App. Total 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 1 Right 0 Out TotalIn 0 1 1 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:45 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 % App. Total 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % Beech Avenue Southbound Walnut Street Westbound Beech Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 02_FON_Bee_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Walnut Street Weather: Clear Beech Avenue W a l n u t S t r e e t W a l n u t S t r e e t Beech Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:45 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/15/2024 N/S: Day:Wednesday E/W: North Leg East Leg South Leg West Leg Beech Avenue Walnut Street Beech Avenue Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 4 1 0 0 5 1 3 0 1 5 10 3 1 2 16 18 9 0 3 30 4 2 0 0 6 8 8 2 2 20 0 2 2 0 4 2 1 0 3 6 47 29 5 11 92 North Leg East Leg South Leg West Leg Beech Avenue Walnut Street Beech Avenue Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 0 6 0 0 6 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 2 0 2 0 4 0 0 0 0 0 4 4 0 0 8 7 3 0 0 10 13 13 2 1 29 Fontana Beech Avenue Walnut Street PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/15/2024 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 1 0 1 0 0 1 0 0 0 0 3 0 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 1 1 0 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 2 0 0 8 1 1 1 0 14 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 2 0 0 0 0 0 0 1 0 0 0 4 0 1 0 0 1 0 0 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4 0 0 2 0 0 0 2 0 0 0 9 Walnut Street Beech Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Beech Avenue Walnut Street Beech Avenue Walnut Street TOTAL VOLUMES: Beech Avenue Walnut Street Beech Avenue Walnut Street Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 19 0 5 24 0 26 15 41 0 0 0 0 7 54 0 61 126 07:15 AM 30 0 13 43 0 46 35 81 0 0 0 0 5 63 0 68 192 07:30 AM 40 0 22 62 0 49 51 100 2 0 0 2 6 68 0 74 238 07:45 AM 51 0 13 64 0 67 81 148 0 0 2 2 13 53 1 67 281 Total 140 0 53 193 0 188 182 370 2 0 2 4 31 238 1 270 837 08:00 AM 62 0 20 82 0 42 77 119 0 0 1 1 13 68 0 81 283 08:15 AM 41 0 13 54 0 47 91 138 0 0 1 1 12 57 1 70 263 08:30 AM 51 0 11 62 0 41 45 86 0 0 0 0 13 38 0 51 199 08:45 AM 24 1 2 27 1 37 26 64 0 1 0 1 5 29 0 34 126 Total 178 1 46 225 1 167 239 407 0 1 2 3 43 192 1 236 871 Grand Total 318 1 99 418 1 355 421 777 2 1 4 7 74 430 2 506 1708 Apprch %76.1 0.2 23.7 0.1 45.7 54.2 28.6 14.3 57.1 14.6 85 0.4 Total %18.6 0.1 5.8 24.5 0.1 20.8 24.6 45.5 0.1 0.1 0.2 0.4 4.3 25.2 0.1 29.6 Passenger Vehicles 310 1 97 408 1 348 418 767 2 1 4 7 74 427 2 503 1685 % Passenger Vehicles 97.5 100 98 97.6 100 98 99.3 98.7 100 100 100 100 100 99.3 100 99.4 98.7 Large 2 Axle Vehicles 8 0 0 8 0 3 3 6 0 0 0 0 0 2 0 2 16 % Large 2 Axle Vehicles 2.5 0 0 1.9 0 0.8 0.7 0.8 0 0 0 0 0 0.5 0 0.4 0.9 3 Axle Vehicles 0 0 2 2 0 4 0 4 0 0 0 0 0 1 0 1 7 % 3 Axle Vehicles 0 0 2 0.5 0 1.1 0 0.5 0 0 0 0 0 0.2 0 0.2 0.4 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 40 0 22 62 0 49 51 100 2 0 0 2 6 68 0 74 238 07:45 AM 51 0 13 64 0 67 81 148 0 0 2 2 13 53 1 67 281 08:00 AM 62 0 20 82 0 42 77 119 0 0 1 1 13 68 0 81 283 08:15 AM 41 0 13 54 0 47 91 138 0 0 1 1 12 57 1 70 263 Total Volume 194 0 68 262 0 205 300 505 2 0 4 6 44 246 2 292 1065 % App. Total 74 0 26 0 40.6 59.4 33.3 0 66.7 15.1 84.2 0.7 PHF .782 .000 .773 .799 .000 .765 .824 .853 .250 .000 .500 .750 .846 .904 .500 .901 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 68 Thru 0 Left 194 InOut Total 344 262 606 Ri g h t 30 0 Th r u 20 5 Le f t 0 Ou t To t a l In 44 4 50 5 94 9 Left 2 Thru 0 Right 4 Out TotalIn 2 6 8 Le f t 44 Th r u 24 6 Ri g h t 2 To t a l Ou t In 27 5 29 2 56 7 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.40 0 22 62 0 49 51 100 2 0 0 2 6 68 0 74 +15 mins.51 0 13 64 0 67 81 148 0 0 2 2 13 53 1 67 +30 mins.62 0 20 82 0 42 77 119 0 0 1 1 13 68 0 81 +45 mins.41 0 13 54 0 47 91 138 0 0 1 1 12 57 1 70 Total Volume 194 0 68 262 0 205 300 505 2 0 4 6 44 246 2 292 % App. Total 74 0 26 0 40.6 59.4 33.3 0 66.7 15.1 84.2 0.7 PHF .782 .000 .773 .799 .000 .765 .824 .853 .250 .000 .500 .750 .846 .904 .500 .901 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 19 0 5 24 0 24 15 39 0 0 0 0 7 54 0 61 124 07:15 AM 30 0 13 43 0 45 34 79 0 0 0 0 5 63 0 68 190 07:30 AM 40 0 22 62 0 48 51 99 2 0 0 2 6 67 0 73 236 07:45 AM 47 0 13 60 0 66 80 146 0 0 2 2 13 52 1 66 274 Total 136 0 53 189 0 183 180 363 2 0 2 4 31 236 1 268 824 08:00 AM 62 0 19 81 0 42 77 119 0 0 1 1 13 67 0 80 281 08:15 AM 40 0 13 53 0 46 90 136 0 0 1 1 12 57 1 70 260 08:30 AM 49 0 11 60 0 40 45 85 0 0 0 0 13 38 0 51 196 08:45 AM 23 1 1 25 1 37 26 64 0 1 0 1 5 29 0 34 124 Total 174 1 44 219 1 165 238 404 0 1 2 3 43 191 1 235 861 Grand Total 310 1 97 408 1 348 418 767 2 1 4 7 74 427 2 503 1685 Apprch %76 0.2 23.8 0.1 45.4 54.5 28.6 14.3 57.1 14.7 84.9 0.4 Total %18.4 0.1 5.8 24.2 0.1 20.7 24.8 45.5 0.1 0.1 0.2 0.4 4.4 25.3 0.1 29.9 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 40 0 22 62 0 48 51 99 2 0 0 2 6 67 0 73 236 07:45 AM 47 0 13 60 0 66 80 146 0 0 2 2 13 52 1 66 274 08:00 AM 62 0 19 81 0 42 77 119 0 0 1 1 13 67 0 80 281 08:15 AM 40 0 13 53 0 46 90 136 0 0 1 1 12 57 1 70 260 Total Volume 189 0 67 256 0 202 298 500 2 0 4 6 44 243 2 289 1051 % App. Total 73.8 0 26.2 0 40.4 59.6 33.3 0 66.7 15.2 84.1 0.7 PHF .762 .000 .761 .790 .000 .765 .828 .856 .250 .000 .500 .750 .846 .907 .500 .903 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 67 Thru 0 Left 189 InOut Total 342 256 598 Ri g h t 29 8 Th r u 20 2 Le f t 0 Ou t To t a l In 43 6 50 0 93 6 Left 2 Thru 0 Right 4 Out TotalIn 2 6 8 Le f t 44 Th r u 24 3 Ri g h t 2 To t a l Ou t In 27 1 28 9 56 0 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.40 0 22 62 0 48 51 99 2 0 0 2 6 67 0 73 +15 mins.47 0 13 60 0 66 80 146 0 0 2 2 13 52 1 66 +30 mins.62 0 19 81 0 42 77 119 0 0 1 1 13 67 0 80 +45 mins.40 0 13 53 0 46 90 136 0 0 1 1 12 57 1 70 Total Volume 189 0 67 256 0 202 298 500 2 0 4 6 44 243 2 289 % App. Total 73.8 0 26.2 0 40.4 59.6 33.3 0 66.7 15.2 84.1 0.7 PHF .762 .000 .761 .790 .000 .765 .828 .856 .250 .000 .500 .750 .846 .907 .500 .903 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 07:45 AM 4 0 0 4 0 0 1 1 0 0 0 0 0 1 0 1 6 Total 4 0 0 4 0 2 2 4 0 0 0 0 0 2 0 2 10 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 1 0 0 1 0 1 1 2 0 0 0 0 0 0 0 0 3 08:30 AM 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 08:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 4 0 0 4 0 1 1 2 0 0 0 0 0 0 0 0 6 Grand Total 8 0 0 8 0 3 3 6 0 0 0 0 0 2 0 2 16 Apprch %100 0 0 0 50 50 0 0 0 0 100 0 Total %50 0 0 50 0 18.8 18.8 37.5 0 0 0 0 0 12.5 0 12.5 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 07:45 AM 4 0 0 4 0 0 1 1 0 0 0 0 0 1 0 1 6 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 1 0 0 1 0 1 1 2 0 0 0 0 0 0 0 0 3 Total Volume 5 0 0 5 0 2 2 4 0 0 0 0 0 2 0 2 11 % App. Total 100 0 0 0 50 50 0 0 0 0 100 0 PHF .313 .000 .000 .313 .000 .500 .500 .500 .000 .000 .000 .000 .000 .500 .000 .500 .458 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 0 Thru 0 Left 5 InOut Total 2 5 7 Ri g h t 2 Th r u 2 Le f t 0 Ou t To t a l In 7 4 11 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 2 Ri g h t 0 To t a l Ou t In 2 2 4 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 +15 mins.4 0 0 4 0 0 1 1 0 0 0 0 0 1 0 1 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.1 0 0 1 0 1 1 2 0 0 0 0 0 0 0 0 Total Volume 5 0 0 5 0 2 2 4 0 0 0 0 0 2 0 2 % App. Total 100 0 0 0 50 50 0 0 0 0 100 0 PHF .313 .000 .000 .313 .000 .500 .500 .500 .000 .000 .000 .000 .000 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 3 08:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:45 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 2 2 0 1 0 1 0 0 0 0 0 1 0 1 4 Grand Total 0 0 2 2 0 4 0 4 0 0 0 0 0 1 0 1 7 Apprch %0 0 100 0 100 0 0 0 0 0 100 0 Total %0 0 28.6 28.6 0 57.1 0 57.1 0 0 0 0 0 14.3 0 14.3 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:00 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 1 0 1 0 0 0 0 0 1 0 1 3 % App. Total 0 0 100 0 100 0 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .000 .000 .000 .250 .000 .250 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 1 Thru 0 Left 0 InOut Total 0 1 1 Ri g h t 0 Th r u 1 Le f t 0 Ou t To t a l In 1 1 2 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 1 Ri g h t 0 To t a l Ou t In 2 1 3 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +30 mins.0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 1 0 1 0 0 0 0 0 1 0 1 % App. Total 0 0 100 0 100 0 0 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 20 0 27 47 0 46 33 79 0 0 0 0 19 87 0 106 232 04:15 PM 34 0 15 49 2 53 33 88 0 0 0 0 25 94 0 119 256 04:30 PM 28 0 19 47 0 61 19 80 0 0 1 1 17 103 0 120 248 04:45 PM 16 0 17 33 0 62 27 89 0 0 0 0 18 100 0 118 240 Total 98 0 78 176 2 222 112 336 0 0 1 1 79 384 0 463 976 05:00 PM 22 0 14 36 1 61 26 88 0 0 1 1 16 72 0 88 213 05:15 PM 11 0 14 25 0 66 37 103 0 0 0 0 27 90 0 117 245 05:30 PM 9 0 7 16 0 53 36 89 0 0 0 0 22 82 0 104 209 05:45 PM 17 0 15 32 1 62 29 92 1 0 0 1 29 88 0 117 242 Total 59 0 50 109 2 242 128 372 1 0 1 2 94 332 0 426 909 Grand Total 157 0 128 285 4 464 240 708 1 0 2 3 173 716 0 889 1885 Apprch %55.1 0 44.9 0.6 65.5 33.9 33.3 0 66.7 19.5 80.5 0 Total %8.3 0 6.8 15.1 0.2 24.6 12.7 37.6 0.1 0 0.1 0.2 9.2 38 0 47.2 Passenger Vehicles 156 0 124 280 4 460 238 702 1 0 2 3 169 710 0 879 1864 % Passenger Vehicles 99.4 0 96.9 98.2 100 99.1 99.2 99.2 100 0 100 100 97.7 99.2 0 98.9 98.9 Large 2 Axle Vehicles 1 0 3 4 0 3 2 5 0 0 0 0 4 5 0 9 18 % Large 2 Axle Vehicles 0.6 0 2.3 1.4 0 0.6 0.8 0.7 0 0 0 0 2.3 0.7 0 1 1 3 Axle Vehicles 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 % 3 Axle Vehicles 0 0 0.8 0.4 0 0.2 0 0.1 0 0 0 0 0 0 0 0 0.1 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 0.1 0.1 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 20 0 27 47 0 46 33 79 0 0 0 0 19 87 0 106 232 04:15 PM 34 0 15 49 2 53 33 88 0 0 0 0 25 94 0 119 256 04:30 PM 28 0 19 47 0 61 19 80 0 0 1 1 17 103 0 120 248 04:45 PM 16 0 17 33 0 62 27 89 0 0 0 0 18 100 0 118 240 Total Volume 98 0 78 176 2 222 112 336 0 0 1 1 79 384 0 463 976 % App. Total 55.7 0 44.3 0.6 66.1 33.3 0 0 100 17.1 82.9 0 PHF .721 .000 .722 .898 .250 .895 .848 .944 .000 .000 .250 .250 .790 .932 .000 .965 .953 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 78 Thru 0 Left 98 InOut Total 191 176 367 Ri g h t 11 2 Th r u 22 2 Le f t 2 Ou t To t a l In 48 3 33 6 81 9 Left 0 Thru 0 Right 1 Out TotalIn 2 1 3 Le f t 79 Th r u 38 4 Ri g h t 0 To t a l Ou t In 30 0 46 3 76 3 Peak Hour Begins at 04:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 05:00 PM 04:15 PM 04:00 PM +0 mins.20 0 27 47 1 61 26 88 0 0 0 0 19 87 0 106 +15 mins.34 0 15 49 0 66 37 103 0 0 1 1 25 94 0 119 +30 mins.28 0 19 47 0 53 36 89 0 0 0 0 17 103 0 120 +45 mins.16 0 17 33 1 62 29 92 0 0 1 1 18 100 0 118 Total Volume 98 0 78 176 2 242 128 372 0 0 2 2 79 384 0 463 % App. Total 55.7 0 44.3 0.5 65.1 34.4 0 0 100 17.1 82.9 0 PHF .721 .000 .722 .898 .500 .917 .865 .903 .000 .000 .500 .500 .790 .932 .000 .965 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 20 0 25 45 0 45 33 78 0 0 0 0 19 85 0 104 227 04:15 PM 34 0 15 49 2 52 33 87 0 0 0 0 25 93 0 118 254 04:30 PM 28 0 19 47 0 61 19 80 0 0 1 1 15 103 0 118 246 04:45 PM 16 0 17 33 0 62 27 89 0 0 0 0 18 100 0 118 240 Total 98 0 76 174 2 220 112 334 0 0 1 1 77 381 0 458 967 05:00 PM 21 0 14 35 1 60 26 87 0 0 1 1 16 71 0 87 210 05:15 PM 11 0 13 24 0 65 37 102 0 0 0 0 26 89 0 115 241 05:30 PM 9 0 6 15 0 53 36 89 0 0 0 0 22 81 0 103 207 05:45 PM 17 0 15 32 1 62 27 90 1 0 0 1 28 88 0 116 239 Total 58 0 48 106 2 240 126 368 1 0 1 2 92 329 0 421 897 Grand Total 156 0 124 280 4 460 238 702 1 0 2 3 169 710 0 879 1864 Apprch %55.7 0 44.3 0.6 65.5 33.9 33.3 0 66.7 19.2 80.8 0 Total %8.4 0 6.7 15 0.2 24.7 12.8 37.7 0.1 0 0.1 0.2 9.1 38.1 0 47.2 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 20 0 25 45 0 45 33 78 0 0 0 0 19 85 0 104 227 04:15 PM 34 0 15 49 2 52 33 87 0 0 0 0 25 93 0 118 254 04:30 PM 28 0 19 47 0 61 19 80 0 0 1 1 15 103 0 118 246 04:45 PM 16 0 17 33 0 62 27 89 0 0 0 0 18 100 0 118 240 Total Volume 98 0 76 174 2 220 112 334 0 0 1 1 77 381 0 458 967 % App. Total 56.3 0 43.7 0.6 65.9 33.5 0 0 100 16.8 83.2 0 PHF .721 .000 .760 .888 .250 .887 .848 .938 .000 .000 .250 .250 .770 .925 .000 .970 .952 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 76 Thru 0 Left 98 InOut Total 189 174 363 Ri g h t 11 2 Th r u 22 0 Le f t 2 Ou t To t a l In 48 0 33 4 81 4 Left 0 Thru 0 Right 1 Out TotalIn 2 1 3 Le f t 77 Th r u 38 1 Ri g h t 0 To t a l Ou t In 29 6 45 8 75 4 Peak Hour Begins at 04:00 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.20 0 25 45 0 45 33 78 0 0 0 0 19 85 0 104 +15 mins.34 0 15 49 2 52 33 87 0 0 0 0 25 93 0 118 +30 mins.28 0 19 47 0 61 19 80 0 0 1 1 15 103 0 118 +45 mins.16 0 17 33 0 62 27 89 0 0 0 0 18 100 0 118 Total Volume 98 0 76 174 2 220 112 334 0 0 1 1 77 381 0 458 % App. Total 56.3 0 43.7 0.6 65.9 33.5 0 0 100 16.8 83.2 0 PHF .721 .000 .760 .888 .250 .887 .848 .938 .000 .000 .250 .250 .770 .925 .000 .970 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 4 04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 1 0 2 0 2 0 0 0 0 2 3 0 5 8 05:00 PM 1 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 2 05:15 PM 0 0 1 1 0 0 0 0 0 0 0 0 1 1 0 2 3 05:30 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 2 05:45 PM 0 0 0 0 0 0 2 2 0 0 0 0 1 0 0 1 3 Total 1 0 2 3 0 1 2 3 0 0 0 0 2 2 0 4 10 Grand Total 1 0 3 4 0 3 2 5 0 0 0 0 4 5 0 9 18 Apprch %25 0 75 0 60 40 0 0 0 44.4 55.6 0 Total %5.6 0 16.7 22.2 0 16.7 11.1 27.8 0 0 0 0 22.2 27.8 0 50 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 4 04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 2 0 2 0 0 0 0 2 3 0 5 8 % App. Total 0 0 100 0 100 0 0 0 0 40 60 0 PHF .000 .000 .250 .250 .000 .500 .000 .500 .000 .000 .000 .000 .250 .375 .000 .625 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 1 Thru 0 Left 0 InOut Total 2 1 3 Ri g h t 0 Th r u 2 Le f t 0 Ou t To t a l In 3 2 5 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 2 Th r u 3 Ri g h t 0 To t a l Ou t In 3 5 8 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 +15 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 2 0 2 0 0 0 0 2 3 0 5 % App. Total 0 0 100 0 100 0 0 0 0 40 60 0 PHF .000 .000 .250 .250 .000 .500 .000 .500 .000 .000 .000 .000 .250 .375 .000 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Grand Total 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 Apprch %0 0 100 0 100 0 0 0 0 0 0 0 Total %0 0 50 50 0 50 0 50 0 0 0 0 0 0 0 0 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 % App. Total 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 1 Thru 0 Left 0 InOut Total 0 1 1 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 100 0 0 0 0 0 0 0 0 0 PHF .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Apprch %0 0 0 0 0 0 0 0 0 0 100 0 Total %0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 100 Knox Avenue Southbound S Highland Avenue Westbound Knox Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 05_FON_Knox_S Hi PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Knox Avenue E/W: S Highland Avenue Weather: Clear Knox Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Knox Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/15/2024 N/S: Day:Wednesday E/W: North Leg East Leg South Leg West Leg Knox Avenue S Highland Avenue Knox Avenue S Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 2 0 2 0 0 1 0 1 0 0 0 0 0 0 0 7 0 7 North Leg East Leg South Leg West Leg Knox Avenue S Highland Avenue Knox Avenue S Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 2 0 2 Fontana Knox Avenue S Highland Avenue PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/15/2024 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 0 0 0 0 0 0 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0 0 3 S Highland Avenue Knox Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Knox Avenue S Highland Avenue Knox Avenue S Highland Avenue TOTAL VOLUMES: Knox Avenue S Highland Avenue Knox Avenue S Highland Avenue Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 124 73 197 82 0 48 130 60 96 0 156 0 0 0 0 483 07:15 AM 0 161 68 229 91 0 62 153 86 124 0 210 0 0 0 0 592 07:30 AM 0 186 81 267 105 0 57 162 69 159 0 228 0 0 0 0 657 07:45 AM 0 165 72 237 89 2 74 165 63 197 0 260 0 0 0 0 662 Total 0 636 294 930 367 2 241 610 278 576 0 854 0 0 0 0 2394 08:00 AM 0 181 56 237 82 1 91 174 57 183 0 240 0 0 0 0 651 08:15 AM 0 182 68 250 69 0 80 149 66 194 0 260 0 0 0 0 659 08:30 AM 0 188 82 270 64 0 46 110 58 157 0 215 0 0 0 0 595 08:45 AM 0 129 67 196 60 0 45 105 56 150 0 206 0 0 0 0 507 Total 0 680 273 953 275 1 262 538 237 684 0 921 0 0 0 0 2412 Grand Total 0 1316 567 1883 642 3 503 1148 515 1260 0 1775 0 0 0 0 4806 Apprch %0 69.9 30.1 55.9 0.3 43.8 29 71 0 0 0 0 Total %0 27.4 11.8 39.2 13.4 0.1 10.5 23.9 10.7 26.2 0 36.9 0 0 0 0 Passenger Vehicles 0 1277 556 1833 607 1 494 1102 490 1224 0 1714 0 0 0 0 4649 % Passenger Vehicles 0 97 98.1 97.3 94.5 33.3 98.2 96 95.1 97.1 0 96.6 0 0 0 0 96.7 Large 2 Axle Vehicles 0 30 7 37 15 0 4 19 12 23 0 35 0 0 0 0 91 % Large 2 Axle Vehicles 0 2.3 1.2 2 2.3 0 0.8 1.7 2.3 1.8 0 2 0 0 0 0 1.9 3 Axle Vehicles 0 0 1 1 2 0 0 2 4 5 0 9 0 0 0 0 12 % 3 Axle Vehicles 0 0 0.2 0.1 0.3 0 0 0.2 0.8 0.4 0 0.5 0 0 0 0 0.2 4+ Axle Trucks 0 9 3 12 18 2 5 25 9 8 0 17 0 0 0 0 54 % 4+ Axle Trucks 0 0.7 0.5 0.6 2.8 66.7 1 2.2 1.7 0.6 0 1 0 0 0 0 1.1 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 186 81 267 105 0 57 162 69 159 0 228 0 0 0 0 657 07:45 AM 0 165 72 237 89 2 74 165 63 197 0 260 0 0 0 0 662 08:00 AM 0 181 56 237 82 1 91 174 57 183 0 240 0 0 0 0 651 08:15 AM 0 182 68 250 69 0 80 149 66 194 0 260 0 0 0 0 659 Total Volume 0 714 277 991 345 3 302 650 255 733 0 988 0 0 0 0 2629 % App. Total 0 72 28 53.1 0.5 46.5 25.8 74.2 0 0 0 0 PHF .000 .960 .855 .928 .821 .375 .830 .934 .924 .930 .000 .950 .000 .000 .000 .000 .993 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 277 Thru 714 Left 0 InOut Total 1035 991 2026 Ri g h t 30 2 Th r u 3 Le f t 34 5 Ou t To t a l In 0 65 0 65 0 Left 255 Thru 733 Right 0 Out TotalIn 1059 988 2047 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 53 5 0 53 5 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:15 AM 07:30 AM 07:00 AM +0 mins.0 165 72 237 91 0 62 153 69 159 0 228 0 0 0 0 +15 mins.0 181 56 237 105 0 57 162 63 197 0 260 0 0 0 0 +30 mins.0 182 68 250 89 2 74 165 57 183 0 240 0 0 0 0 +45 mins.0 188 82 270 82 1 91 174 66 194 0 260 0 0 0 0 Total Volume 0 716 278 994 367 3 284 654 255 733 0 988 0 0 0 0 % App. Total 0 72 28 56.1 0.5 43.4 25.8 74.2 0 0 0 0 PHF .000 .952 .848 .920 .874 .375 .780 .940 .924 .930 .000 .950 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 121 73 194 78 0 48 126 56 88 0 144 0 0 0 0 464 07:15 AM 0 156 67 223 87 0 61 148 81 121 0 202 0 0 0 0 573 07:30 AM 0 181 81 262 98 0 57 155 67 151 0 218 0 0 0 0 635 07:45 AM 0 163 69 232 82 1 74 157 62 191 0 253 0 0 0 0 642 Total 0 621 290 911 345 1 240 586 266 551 0 817 0 0 0 0 2314 08:00 AM 0 176 54 230 79 0 88 167 55 179 0 234 0 0 0 0 631 08:15 AM 0 174 67 241 67 0 78 145 62 191 0 253 0 0 0 0 639 08:30 AM 0 183 81 264 60 0 44 104 54 155 0 209 0 0 0 0 577 08:45 AM 0 123 64 187 56 0 44 100 53 148 0 201 0 0 0 0 488 Total 0 656 266 922 262 0 254 516 224 673 0 897 0 0 0 0 2335 Grand Total 0 1277 556 1833 607 1 494 1102 490 1224 0 1714 0 0 0 0 4649 Apprch %0 69.7 30.3 55.1 0.1 44.8 28.6 71.4 0 0 0 0 Total %0 27.5 12 39.4 13.1 0 10.6 23.7 10.5 26.3 0 36.9 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 181 81 262 98 0 57 155 67 151 0 218 0 0 0 0 635 07:45 AM 0 163 69 232 82 1 74 157 62 191 0 253 0 0 0 0 642 08:00 AM 0 176 54 230 79 0 88 167 55 179 0 234 0 0 0 0 631 08:15 AM 0 174 67 241 67 0 78 145 62 191 0 253 0 0 0 0 639 Total Volume 0 694 271 965 326 1 297 624 246 712 0 958 0 0 0 0 2547 % App. Total 0 71.9 28.1 52.2 0.2 47.6 25.7 74.3 0 0 0 0 PHF .000 .959 .836 .921 .832 .250 .844 .934 .918 .932 .000 .947 .000 .000 .000 .000 .992 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 271 Thru 694 Left 0 InOut Total 1009 965 1974 Ri g h t 29 7 Th r u 1 Le f t 32 6 Ou t To t a l In 0 62 4 62 4 Left 246 Thru 712 Right 0 Out TotalIn 1020 958 1978 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 51 8 0 51 8 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 181 81 262 98 0 57 155 67 151 0 218 0 0 0 0 +15 mins.0 163 69 232 82 1 74 157 62 191 0 253 0 0 0 0 +30 mins.0 176 54 230 79 0 88 167 55 179 0 234 0 0 0 0 +45 mins.0 174 67 241 67 0 78 145 62 191 0 253 0 0 0 0 Total Volume 0 694 271 965 326 1 297 624 246 712 0 958 0 0 0 0 % App. Total 0 71.9 28.1 52.2 0.2 47.6 25.7 74.3 0 0 0 0 PHF .000 .959 .836 .921 .832 .250 .844 .934 .918 .932 .000 .947 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 3 0 3 1 0 0 1 3 5 0 8 0 0 0 0 12 07:15 AM 0 3 1 4 1 0 0 1 2 2 0 4 0 0 0 0 9 07:30 AM 0 4 0 4 3 0 0 3 0 5 0 5 0 0 0 0 12 07:45 AM 0 0 1 1 2 0 0 2 1 5 0 6 0 0 0 0 9 Total 0 10 2 12 7 0 0 7 6 17 0 23 0 0 0 0 42 08:00 AM 0 4 0 4 2 0 0 2 0 3 0 3 0 0 0 0 9 08:15 AM 0 7 1 8 2 0 1 3 1 2 0 3 0 0 0 0 14 08:30 AM 0 4 1 5 2 0 2 4 4 0 0 4 0 0 0 0 13 08:45 AM 0 5 3 8 2 0 1 3 1 1 0 2 0 0 0 0 13 Total 0 20 5 25 8 0 4 12 6 6 0 12 0 0 0 0 49 Grand Total 0 30 7 37 15 0 4 19 12 23 0 35 0 0 0 0 91 Apprch %0 81.1 18.9 78.9 0 21.1 34.3 65.7 0 0 0 0 Total %0 33 7.7 40.7 16.5 0 4.4 20.9 13.2 25.3 0 38.5 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 4 0 4 3 0 0 3 0 5 0 5 0 0 0 0 12 07:45 AM 0 0 1 1 2 0 0 2 1 5 0 6 0 0 0 0 9 08:00 AM 0 4 0 4 2 0 0 2 0 3 0 3 0 0 0 0 9 08:15 AM 0 7 1 8 2 0 1 3 1 2 0 3 0 0 0 0 14 Total Volume 0 15 2 17 9 0 1 10 2 15 0 17 0 0 0 0 44 % App. Total 0 88.2 11.8 90 0 10 11.8 88.2 0 0 0 0 PHF .000 .536 .500 .531 .750 .000 .250 .833 .500 .750 .000 .708 .000 .000 .000 .000 .786 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 2 Thru 15 Left 0 InOut Total 16 17 33 Ri g h t 1 Th r u 0 Le f t 9 Ou t To t a l In 0 10 10 Left 2 Thru 15 Right 0 Out TotalIn 24 17 41 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 4 0 4 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 4 0 4 3 0 0 3 0 5 0 5 0 0 0 0 +15 mins.0 0 1 1 2 0 0 2 1 5 0 6 0 0 0 0 +30 mins.0 4 0 4 2 0 0 2 0 3 0 3 0 0 0 0 +45 mins.0 7 1 8 2 0 1 3 1 2 0 3 0 0 0 0 Total Volume 0 15 2 17 9 0 1 10 2 15 0 17 0 0 0 0 % App. Total 0 88.2 11.8 90 0 10 11.8 88.2 0 0 0 0 PHF .000 .536 .500 .531 .750 .000 .250 .833 .500 .750 .000 .708 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 2 07:30 AM 0 0 0 0 1 0 0 1 0 2 0 2 0 0 0 0 3 07:45 AM 0 0 1 1 1 0 0 1 0 0 0 0 0 0 0 0 2 Total 0 0 1 1 2 0 0 2 2 3 0 5 0 0 0 0 8 08:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 08:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total 0 0 0 0 0 0 0 0 2 2 0 4 0 0 0 0 4 Grand Total 0 0 1 1 2 0 0 2 4 5 0 9 0 0 0 0 12 Apprch %0 0 100 100 0 0 44.4 55.6 0 0 0 0 Total %0 0 8.3 8.3 16.7 0 0 16.7 33.3 41.7 0 75 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 1 0 0 1 0 2 0 2 0 0 0 0 3 07:45 AM 0 0 1 1 1 0 0 1 0 0 0 0 0 0 0 0 2 08:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 Total Volume 0 0 1 1 2 0 0 2 2 2 0 4 0 0 0 0 7 % App. Total 0 0 100 100 0 0 50 50 0 0 0 0 PHF .000 .000 .250 .250 .500 .000 .000 .500 .500 .250 .000 .500 .000 .000 .000 .000 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 1 Thru 0 Left 0 InOut Total 2 1 3 Ri g h t 0 Th r u 0 Le f t 2 Ou t To t a l In 0 2 2 Left 2 Thru 2 Right 0 Out TotalIn 2 4 6 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 3 0 3 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 1 0 0 1 0 2 0 2 0 0 0 0 +15 mins.0 0 1 1 1 0 0 1 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 Total Volume 0 0 1 1 2 0 0 2 2 2 0 4 0 0 0 0 % App. Total 0 0 100 100 0 0 50 50 0 0 0 0 PHF .000 .000 .250 .250 .500 .000 .000 .500 .500 .250 .000 .500 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 3 0 0 3 1 2 0 3 0 0 0 0 6 07:15 AM 0 2 0 2 3 0 1 4 1 1 0 2 0 0 0 0 8 07:30 AM 0 1 0 1 3 0 0 3 2 1 0 3 0 0 0 0 7 07:45 AM 0 2 1 3 4 1 0 5 0 1 0 1 0 0 0 0 9 Total 0 5 1 6 13 1 1 15 4 5 0 9 0 0 0 0 30 08:00 AM 0 1 2 3 1 1 3 5 1 1 0 2 0 0 0 0 10 08:15 AM 0 1 0 1 0 0 1 1 2 1 0 3 0 0 0 0 5 08:30 AM 0 1 0 1 2 0 0 2 0 1 0 1 0 0 0 0 4 08:45 AM 0 1 0 1 2 0 0 2 2 0 0 2 0 0 0 0 5 Total 0 4 2 6 5 1 4 10 5 3 0 8 0 0 0 0 24 Grand Total 0 9 3 12 18 2 5 25 9 8 0 17 0 0 0 0 54 Apprch %0 75 25 72 8 20 52.9 47.1 0 0 0 0 Total %0 16.7 5.6 22.2 33.3 3.7 9.3 46.3 16.7 14.8 0 31.5 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 1 0 1 3 0 0 3 2 1 0 3 0 0 0 0 7 07:45 AM 0 2 1 3 4 1 0 5 0 1 0 1 0 0 0 0 9 08:00 AM 0 1 2 3 1 1 3 5 1 1 0 2 0 0 0 0 10 08:15 AM 0 1 0 1 0 0 1 1 2 1 0 3 0 0 0 0 5 Total Volume 0 5 3 8 8 2 4 14 5 4 0 9 0 0 0 0 31 % App. Total 0 62.5 37.5 57.1 14.3 28.6 55.6 44.4 0 0 0 0 PHF .000 .625 .375 .667 .500 .500 .333 .700 .625 1.00 .000 .750 .000 .000 .000 .000 .775 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 3 Thru 5 Left 0 InOut Total 8 8 16 Ri g h t 4 Th r u 2 Le f t 8 Ou t To t a l In 0 14 14 Left 5 Thru 4 Right 0 Out TotalIn 13 9 22 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 10 0 10 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 1 0 1 3 0 0 3 2 1 0 3 0 0 0 0 +15 mins.0 2 1 3 4 1 0 5 0 1 0 1 0 0 0 0 +30 mins.0 1 2 3 1 1 3 5 1 1 0 2 0 0 0 0 +45 mins.0 1 0 1 0 0 1 1 2 1 0 3 0 0 0 0 Total Volume 0 5 3 8 8 2 4 14 5 4 0 9 0 0 0 0 % App. Total 0 62.5 37.5 57.1 14.3 28.6 55.6 44.4 0 0 0 0 PHF .000 .625 .375 .667 .500 .500 .333 .700 .625 1.000 .000 .750 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 144 74 218 108 2 108 218 94 231 0 325 0 0 0 0 761 04:15 PM 0 121 57 178 116 1 95 212 81 224 0 305 0 0 0 0 695 04:30 PM 0 144 92 236 77 0 94 171 102 279 0 381 0 0 0 0 788 04:45 PM 0 178 78 256 94 1 84 179 103 258 0 361 0 0 0 0 796 Total 0 587 301 888 395 4 381 780 380 992 0 1372 0 0 0 0 3040 05:00 PM 0 174 85 259 72 0 86 158 96 255 0 351 0 0 0 0 768 05:15 PM 0 173 91 264 99 1 87 187 82 247 0 329 0 0 0 0 780 05:30 PM 0 162 92 254 91 0 98 189 84 275 0 359 0 0 0 0 802 05:45 PM 0 158 95 253 78 0 110 188 73 231 0 304 0 0 0 0 745 Total 0 667 363 1030 340 1 381 722 335 1008 0 1343 0 0 0 0 3095 Grand Total 0 1254 664 1918 735 5 762 1502 715 2000 0 2715 0 0 0 0 6135 Apprch %0 65.4 34.6 48.9 0.3 50.7 26.3 73.7 0 0 0 0 Total %0 20.4 10.8 31.3 12 0.1 12.4 24.5 11.7 32.6 0 44.3 0 0 0 0 Passenger Vehicles 0 1238 656 1894 723 4 752 1479 705 1979 0 2684 0 0 0 0 6057 % Passenger Vehicles 0 98.7 98.8 98.7 98.4 80 98.7 98.5 98.6 98.9 0 98.9 0 0 0 0 98.7 Large 2 Axle Vehicles 0 14 7 21 5 0 8 13 7 15 0 22 0 0 0 0 56 % Large 2 Axle Vehicles 0 1.1 1.1 1.1 0.7 0 1 0.9 1 0.8 0 0.8 0 0 0 0 0.9 3 Axle Vehicles 0 1 0 1 5 0 1 6 1 3 0 4 0 0 0 0 11 % 3 Axle Vehicles 0 0.1 0 0.1 0.7 0 0.1 0.4 0.1 0.2 0 0.1 0 0 0 0 0.2 4+ Axle Trucks 0 1 1 2 2 1 1 4 2 3 0 5 0 0 0 0 11 % 4+ Axle Trucks 0 0.1 0.2 0.1 0.3 20 0.1 0.3 0.3 0.2 0 0.2 0 0 0 0 0.2 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 178 78 256 94 1 84 179 103 258 0 361 0 0 0 0 796 05:00 PM 0 174 85 259 72 0 86 158 96 255 0 351 0 0 0 0 768 05:15 PM 0 173 91 264 99 1 87 187 82 247 0 329 0 0 0 0 780 05:30 PM 0 162 92 254 91 0 98 189 84 275 0 359 0 0 0 0 802 Total Volume 0 687 346 1033 356 2 355 713 365 1035 0 1400 0 0 0 0 3146 % App. Total 0 66.5 33.5 49.9 0.3 49.8 26.1 73.9 0 0 0 0 PHF .000 .965 .940 .978 .899 .500 .906 .943 .886 .941 .000 .970 .000 .000 .000 .000 .981 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 346 Thru 687 Left 0 InOut Total 1390 1033 2423 Ri g h t 35 5 Th r u 2 Le f t 35 6 Ou t To t a l In 0 71 3 71 3 Left 365 Thru 1035 Right 0 Out TotalIn 1043 1400 2443 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 71 3 0 71 3 Peak Hour Begins at 04:45 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 04:30 PM 04:00 PM +0 mins.0 178 78 256 108 2 108 218 102 279 0 381 0 0 0 0 +15 mins.0 174 85 259 116 1 95 212 103 258 0 361 0 0 0 0 +30 mins.0 173 91 264 77 0 94 171 96 255 0 351 0 0 0 0 +45 mins.0 162 92 254 94 1 84 179 82 247 0 329 0 0 0 0 Total Volume 0 687 346 1033 395 4 381 780 383 1039 0 1422 0 0 0 0 % App. Total 0 66.5 33.5 50.6 0.5 48.8 26.9 73.1 0 0 0 0 PHF .000 .965 .940 .978 .851 .500 .882 .894 .930 .931 .000 .933 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 142 72 214 107 2 106 215 93 231 0 324 0 0 0 0 753 04:15 PM 0 118 57 175 112 1 92 205 80 221 0 301 0 0 0 0 681 04:30 PM 0 142 92 234 77 0 93 170 99 274 0 373 0 0 0 0 777 04:45 PM 0 175 76 251 93 1 83 177 102 258 0 360 0 0 0 0 788 Total 0 577 297 874 389 4 374 767 374 984 0 1358 0 0 0 0 2999 05:00 PM 0 171 84 255 71 0 86 157 95 252 0 347 0 0 0 0 759 05:15 PM 0 172 91 263 97 0 87 184 82 245 0 327 0 0 0 0 774 05:30 PM 0 161 91 252 88 0 97 185 83 272 0 355 0 0 0 0 792 05:45 PM 0 157 93 250 78 0 108 186 71 226 0 297 0 0 0 0 733 Total 0 661 359 1020 334 0 378 712 331 995 0 1326 0 0 0 0 3058 Grand Total 0 1238 656 1894 723 4 752 1479 705 1979 0 2684 0 0 0 0 6057 Apprch %0 65.4 34.6 48.9 0.3 50.8 26.3 73.7 0 0 0 0 Total %0 20.4 10.8 31.3 11.9 0.1 12.4 24.4 11.6 32.7 0 44.3 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 175 76 251 93 1 83 177 102 258 0 360 0 0 0 0 788 05:00 PM 0 171 84 255 71 0 86 157 95 252 0 347 0 0 0 0 759 05:15 PM 0 172 91 263 97 0 87 184 82 245 0 327 0 0 0 0 774 05:30 PM 0 161 91 252 88 0 97 185 83 272 0 355 0 0 0 0 792 Total Volume 0 679 342 1021 349 1 353 703 362 1027 0 1389 0 0 0 0 3113 % App. Total 0 66.5 33.5 49.6 0.1 50.2 26.1 73.9 0 0 0 0 PHF .000 .970 .940 .971 .899 .250 .910 .950 .887 .944 .000 .965 .000 .000 .000 .000 .983 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 342 Thru 679 Left 0 InOut Total 1380 1021 2401 Ri g h t 35 3 Th r u 1 Le f t 34 9 Ou t To t a l In 0 70 3 70 3 Left 362 Thru 1027 Right 0 Out TotalIn 1028 1389 2417 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 70 5 0 70 5 Peak Hour Begins at 04:45 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 175 76 251 93 1 83 177 102 258 0 360 0 0 0 0 +15 mins.0 171 84 255 71 0 86 157 95 252 0 347 0 0 0 0 +30 mins.0 172 91 263 97 0 87 184 82 245 0 327 0 0 0 0 +45 mins.0 161 91 252 88 0 97 185 83 272 0 355 0 0 0 0 Total Volume 0 679 342 1021 349 1 353 703 362 1027 0 1389 0 0 0 0 % App. Total 0 66.5 33.5 49.6 0.1 50.2 26.1 73.9 0 0 0 0 PHF .000 .970 .940 .971 .899 .250 .910 .950 .887 .944 .000 .965 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 2 2 4 0 0 1 1 1 0 0 1 0 0 0 0 6 04:15 PM 0 3 0 3 1 0 3 4 1 2 0 3 0 0 0 0 10 04:30 PM 0 1 0 1 0 0 1 1 1 3 0 4 0 0 0 0 6 04:45 PM 0 3 2 5 0 0 1 1 1 0 0 1 0 0 0 0 7 Total 0 9 4 13 1 0 6 7 4 5 0 9 0 0 0 0 29 05:00 PM 0 2 1 3 1 0 0 1 1 3 0 4 0 0 0 0 8 05:15 PM 0 1 0 1 1 0 0 1 0 1 0 1 0 0 0 0 3 05:30 PM 0 1 1 2 2 0 1 3 1 2 0 3 0 0 0 0 8 05:45 PM 0 1 1 2 0 0 1 1 1 4 0 5 0 0 0 0 8 Total 0 5 3 8 4 0 2 6 3 10 0 13 0 0 0 0 27 Grand Total 0 14 7 21 5 0 8 13 7 15 0 22 0 0 0 0 56 Apprch %0 66.7 33.3 38.5 0 61.5 31.8 68.2 0 0 0 0 Total %0 25 12.5 37.5 8.9 0 14.3 23.2 12.5 26.8 0 39.3 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 3 2 5 0 0 1 1 1 0 0 1 0 0 0 0 7 05:00 PM 0 2 1 3 1 0 0 1 1 3 0 4 0 0 0 0 8 05:15 PM 0 1 0 1 1 0 0 1 0 1 0 1 0 0 0 0 3 05:30 PM 0 1 1 2 2 0 1 3 1 2 0 3 0 0 0 0 8 Total Volume 0 7 4 11 4 0 2 6 3 6 0 9 0 0 0 0 26 % App. Total 0 63.6 36.4 66.7 0 33.3 33.3 66.7 0 0 0 0 PHF .000 .583 .500 .550 .500 .000 .500 .500 .750 .500 .000 .563 .000 .000 .000 .000 .813 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 4 Thru 7 Left 0 InOut Total 8 11 19 Ri g h t 2 Th r u 0 Le f t 4 Ou t To t a l In 0 6 6 Left 3 Thru 6 Right 0 Out TotalIn 11 9 20 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 7 0 7 Peak Hour Begins at 04:45 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 3 2 5 0 0 1 1 1 0 0 1 0 0 0 0 +15 mins.0 2 1 3 1 0 0 1 1 3 0 4 0 0 0 0 +30 mins.0 1 0 1 1 0 0 1 0 1 0 1 0 0 0 0 +45 mins.0 1 1 2 2 0 1 3 1 2 0 3 0 0 0 0 Total Volume 0 7 4 11 4 0 2 6 3 6 0 9 0 0 0 0 % App. Total 0 63.6 36.4 66.7 0 33.3 33.3 66.7 0 0 0 0 PHF .000 .583 .500 .550 .500 .000 .500 .500 .750 .500 .000 .563 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 1 0 1 2 0 0 0 0 0 0 0 0 2 04:15 PM 0 0 0 0 3 0 0 3 0 1 0 1 0 0 0 0 4 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 4 0 1 5 0 2 0 2 0 0 0 0 7 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 Total 0 1 0 1 1 0 0 1 1 1 0 2 0 0 0 0 4 Grand Total 0 1 0 1 5 0 1 6 1 3 0 4 0 0 0 0 11 Apprch %0 100 0 83.3 0 16.7 25 75 0 0 0 0 Total %0 9.1 0 9.1 45.5 0 9.1 54.5 9.1 27.3 0 36.4 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 1 0 0 1 0 1 0 1 0 0 0 0 3 % App. Total 0 100 0 100 0 0 0 100 0 0 0 0 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 0 Thru 1 Left 0 InOut Total 1 1 2 Ri g h t 0 Th r u 0 Le f t 1 Ou t To t a l In 0 1 1 Left 0 Thru 1 Right 0 Out TotalIn 2 1 3 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:45 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 1 0 0 1 0 1 0 1 0 0 0 0 % App. Total 0 100 0 100 0 0 0 100 0 0 0 0 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 1 0 1 0 0 0 0 2 1 0 3 0 0 0 0 4 04:45 PM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 Total 0 1 0 1 1 0 0 1 2 1 0 3 0 0 0 0 5 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 05:45 PM 0 0 1 1 0 0 1 1 0 1 0 1 0 0 0 0 3 Total 0 0 1 1 1 1 1 3 0 2 0 2 0 0 0 0 6 Grand Total 0 1 1 2 2 1 1 4 2 3 0 5 0 0 0 0 11 Apprch %0 50 50 50 25 25 40 60 0 0 0 0 Total %0 9.1 9.1 18.2 18.2 9.1 9.1 36.4 18.2 27.3 0 45.5 0 0 0 0 Citrus Avenue Southbound SR-210 Westbound Off Ramp Westbound Citrus Avenue Northbound SR-210 Westbound On Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 Total Volume 0 0 0 0 2 1 0 3 0 1 0 1 0 0 0 0 4 % App. Total 0 0 0 66.7 33.3 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .500 .250 .000 .750 .000 .250 .000 .250 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 08_FON_Citrus_210W PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Westbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 W e s t b o u n d O n R a m p S R - 2 1 0 W e s t b o u n d O f f R a m p Citrus Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Ri g h t 0 Th r u 1 Le f t 2 Ou t To t a l In 0 3 3 Left 0 Thru 1 Right 0 Out TotalIn 2 1 3 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 04:45 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:45 PM 04:45 PM +0 mins.0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 Total Volume 0 0 0 0 2 1 0 3 0 1 0 1 0 0 0 0 % App. Total 0 0 0 66.7 33.3 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .500 .250 .000 .750 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/7/2024 N/S: Day:Tuesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue SR-210 WB Ramps Citrus Avenue SR-210 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 4 4 North Leg East Leg South Leg West Leg Citrus Avenue SR-210 WB Ramps Citrus Avenue SR-210 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM Fontana Citrus Avenue SR-210 WB Ramps PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/7/2024 N/S: Day: Tuesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SR-210 WB Ramps TOTAL VOLUMES: Citrus Avenue SR-210 WB Ramps Citrus Avenue SR-210 WB Ramps Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue SR-210 WB Ramps Citrus Avenue Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound SR-210 WB Ramps Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 40 154 0 194 0 0 0 0 0 116 112 228 46 0 80 126 548 07:15 AM 58 205 0 263 0 0 0 0 0 166 145 311 41 0 90 131 705 07:30 AM 64 230 0 294 0 0 0 0 0 180 136 316 49 0 80 129 739 07:45 AM 64 194 0 258 0 0 0 0 0 184 102 286 71 0 106 177 721 Total 226 783 0 1009 0 0 0 0 0 646 495 1141 207 0 356 563 2713 08:00 AM 77 204 0 281 0 0 0 0 0 163 92 255 66 1 101 168 704 08:15 AM 83 178 0 261 0 0 0 0 0 171 102 273 85 0 103 188 722 08:30 AM 77 186 0 263 0 0 0 0 0 147 104 251 70 1 110 181 695 08:45 AM 45 154 0 199 0 0 0 0 0 126 91 217 86 1 90 177 593 Total 282 722 0 1004 0 0 0 0 0 607 389 996 307 3 404 714 2714 Grand Total 508 1505 0 2013 0 0 0 0 0 1253 884 2137 514 3 760 1277 5427 Apprch %25.2 74.8 0 0 0 0 0 58.6 41.4 40.3 0.2 59.5 Total %9.4 27.7 0 37.1 0 0 0 0 0 23.1 16.3 39.4 9.5 0.1 14 23.5 Passenger Vehicles 493 1443 0 1936 0 0 0 0 0 1211 856 2067 495 2 738 1235 5238 % Passenger Vehicles 97 95.9 0 96.2 0 0 0 0 0 96.6 96.8 96.7 96.3 66.7 97.1 96.7 96.5 Large 2 Axle Vehicles 12 34 0 46 0 0 0 0 0 27 10 37 9 0 10 19 102 % Large 2 Axle Vehicles 2.4 2.3 0 2.3 0 0 0 0 0 2.2 1.1 1.7 1.8 0 1.3 1.5 1.9 3 Axle Vehicles 0 4 0 4 0 0 0 0 0 7 8 15 1 0 6 7 26 % 3 Axle Vehicles 0 0.3 0 0.2 0 0 0 0 0 0.6 0.9 0.7 0.2 0 0.8 0.5 0.5 4+ Axle Trucks 3 24 0 27 0 0 0 0 0 8 10 18 9 1 6 16 61 % 4+ Axle Trucks 0.6 1.6 0 1.3 0 0 0 0 0 0.6 1.1 0.8 1.8 33.3 0.8 1.3 1.1 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 64 230 0 294 0 0 0 0 0 180 136 316 49 0 80 129 739 07:45 AM 64 194 0 258 0 0 0 0 0 184 102 286 71 0 106 177 721 08:00 AM 77 204 0 281 0 0 0 0 0 163 92 255 66 1 101 168 704 08:15 AM 83 178 0 261 0 0 0 0 0 171 102 273 85 0 103 188 722 Total Volume 288 806 0 1094 0 0 0 0 0 698 432 1130 271 1 390 662 2886 % App. Total 26.3 73.7 0 0 0 0 0 61.8 38.2 40.9 0.2 58.9 PHF .867 .876 .000 .930 .000 .000 .000 .000 .000 .948 .794 .894 .797 .250 .920 .880 .976 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 806 Left 288 InOut Total 969 1094 2063 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 72 1 0 72 1 Left 0 Thru 698 Right 432 Out TotalIn 1196 1130 2326 Le f t 27 1 Th r u 1 Ri g h t 39 0 To t a l Ou t In 0 66 2 66 2 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:15 AM 07:45 AM +0 mins.58 205 0 263 0 0 0 0 0 166 145 311 71 0 106 177 +15 mins.64 230 0 294 0 0 0 0 0 180 136 316 66 1 101 168 +30 mins.64 194 0 258 0 0 0 0 0 184 102 286 85 0 103 188 +45 mins.77 204 0 281 0 0 0 0 0 163 92 255 70 1 110 181 Total Volume 263 833 0 1096 0 0 0 0 0 693 475 1168 292 2 420 714 % App. Total 24 76 0 0 0 0 0 59.3 40.7 40.9 0.3 58.8 PHF .854 .905 .000 .932 .000 .000 .000 .000 .000 .942 .819 .924 .859 .500 .955 .949 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 40 147 0 187 0 0 0 0 0 107 106 213 43 0 75 118 518 07:15 AM 57 196 0 253 0 0 0 0 0 159 141 300 39 0 87 126 679 07:30 AM 61 220 0 281 0 0 0 0 0 170 134 304 46 0 78 124 709 07:45 AM 64 186 0 250 0 0 0 0 0 181 99 280 68 0 104 172 702 Total 222 749 0 971 0 0 0 0 0 617 480 1097 196 0 344 540 2608 08:00 AM 77 195 0 272 0 0 0 0 0 160 89 249 63 0 99 162 683 08:15 AM 79 173 0 252 0 0 0 0 0 167 100 267 83 0 100 183 702 08:30 AM 72 181 0 253 0 0 0 0 0 143 100 243 70 1 108 179 675 08:45 AM 43 145 0 188 0 0 0 0 0 124 87 211 83 1 87 171 570 Total 271 694 0 965 0 0 0 0 0 594 376 970 299 2 394 695 2630 Grand Total 493 1443 0 1936 0 0 0 0 0 1211 856 2067 495 2 738 1235 5238 Apprch %25.5 74.5 0 0 0 0 0 58.6 41.4 40.1 0.2 59.8 Total %9.4 27.5 0 37 0 0 0 0 0 23.1 16.3 39.5 9.5 0 14.1 23.6 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 61 220 0 281 0 0 0 0 0 170 134 304 46 0 78 124 709 07:45 AM 64 186 0 250 0 0 0 0 0 181 99 280 68 0 104 172 702 08:00 AM 77 195 0 272 0 0 0 0 0 160 89 249 63 0 99 162 683 08:15 AM 79 173 0 252 0 0 0 0 0 167 100 267 83 0 100 183 702 Total Volume 281 774 0 1055 0 0 0 0 0 678 422 1100 260 0 381 641 2796 % App. Total 26.6 73.4 0 0 0 0 0 61.6 38.4 40.6 0 59.4 PHF .889 .880 .000 .939 .000 .000 .000 .000 .000 .936 .787 .905 .783 .000 .916 .876 .986 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 774 Left 281 InOut Total 938 1055 1993 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 70 3 0 70 3 Left 0 Thru 678 Right 422 Out TotalIn 1155 1100 2255 Le f t 26 0 Th r u 0 Ri g h t 38 1 To t a l Ou t In 0 64 1 64 1 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.61 220 0 281 0 0 0 0 0 170 134 304 46 0 78 124 +15 mins.64 186 0 250 0 0 0 0 0 181 99 280 68 0 104 172 +30 mins.77 195 0 272 0 0 0 0 0 160 89 249 63 0 99 162 +45 mins.79 173 0 252 0 0 0 0 0 167 100 267 83 0 100 183 Total Volume 281 774 0 1055 0 0 0 0 0 678 422 1100 260 0 381 641 % App. Total 26.6 73.4 0 0 0 0 0 61.6 38.4 40.6 0 59.4 PHF .889 .880 .000 .939 .000 .000 .000 .000 .000 .936 .787 .905 .783 .000 .916 .876 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 4 0 4 0 0 0 0 0 7 3 10 1 0 2 3 17 07:15 AM 1 3 0 4 0 0 0 0 0 4 3 7 1 0 0 1 12 07:30 AM 2 6 0 8 0 0 0 0 0 6 0 6 2 0 1 3 17 07:45 AM 0 2 0 2 0 0 0 0 0 2 1 3 2 0 2 4 9 Total 3 15 0 18 0 0 0 0 0 19 7 26 6 0 5 11 55 08:00 AM 0 6 0 6 0 0 0 0 0 1 1 2 1 0 0 1 9 08:15 AM 3 4 0 7 0 0 0 0 0 2 0 2 1 0 1 2 11 08:30 AM 4 3 0 7 0 0 0 0 0 4 1 5 0 0 1 1 13 08:45 AM 2 6 0 8 0 0 0 0 0 1 1 2 1 0 3 4 14 Total 9 19 0 28 0 0 0 0 0 8 3 11 3 0 5 8 47 Grand Total 12 34 0 46 0 0 0 0 0 27 10 37 9 0 10 19 102 Apprch %26.1 73.9 0 0 0 0 0 73 27 47.4 0 52.6 Total %11.8 33.3 0 45.1 0 0 0 0 0 26.5 9.8 36.3 8.8 0 9.8 18.6 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 6 0 8 0 0 0 0 0 6 0 6 2 0 1 3 17 07:45 AM 0 2 0 2 0 0 0 0 0 2 1 3 2 0 2 4 9 08:00 AM 0 6 0 6 0 0 0 0 0 1 1 2 1 0 0 1 9 08:15 AM 3 4 0 7 0 0 0 0 0 2 0 2 1 0 1 2 11 Total Volume 5 18 0 23 0 0 0 0 0 11 2 13 6 0 4 10 46 % App. Total 21.7 78.3 0 0 0 0 0 84.6 15.4 60 0 40 PHF .417 .750 .000 .719 .000 .000 .000 .000 .000 .458 .500 .542 .750 .000 .500 .625 .676 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 18 Left 5 InOut Total 17 23 40 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 7 0 7 Left 0 Thru 11 Right 2 Out TotalIn 22 13 35 Le f t 6 Th r u 0 Ri g h t 4 To t a l Ou t In 0 10 10 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.2 6 0 8 0 0 0 0 0 6 0 6 2 0 1 3 +15 mins.0 2 0 2 0 0 0 0 0 2 1 3 2 0 2 4 +30 mins.0 6 0 6 0 0 0 0 0 1 1 2 1 0 0 1 +45 mins.3 4 0 7 0 0 0 0 0 2 0 2 1 0 1 2 Total Volume 5 18 0 23 0 0 0 0 0 11 2 13 6 0 4 10 % App. Total 21.7 78.3 0 0 0 0 0 84.6 15.4 60 0 40 PHF .417 .750 .000 .719 .000 .000 .000 .000 .000 .458 .500 .542 .750 .000 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 1 1 2 1 0 3 4 6 07:30 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 07:45 AM 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 5 Total 0 3 0 3 0 0 0 0 0 4 3 7 1 0 3 4 14 08:00 AM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 08:15 AM 0 1 0 1 0 0 0 0 0 1 1 2 0 0 2 2 5 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 08:45 AM 0 0 0 0 0 0 0 0 0 1 3 4 0 0 0 0 4 Total 0 1 0 1 0 0 0 0 0 3 5 8 0 0 3 3 12 Grand Total 0 4 0 4 0 0 0 0 0 7 8 15 1 0 6 7 26 Apprch %0 100 0 0 0 0 0 46.7 53.3 14.3 0 85.7 Total %0 15.4 0 15.4 0 0 0 0 0 26.9 30.8 57.7 3.8 0 23.1 26.9 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 07:45 AM 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 5 08:00 AM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 08:15 AM 0 1 0 1 0 0 0 0 0 1 1 2 0 0 2 2 5 Total Volume 0 4 0 4 0 0 0 0 0 4 4 8 0 0 2 2 14 % App. Total 0 100 0 0 0 0 0 50 50 0 0 100 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 1.00 .500 .667 .000 .000 .250 .250 .700 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 4 Left 0 InOut Total 4 4 8 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 4 0 4 Left 0 Thru 4 Right 4 Out TotalIn 6 8 14 Le f t 0 Th r u 0 Ri g h t 2 To t a l Ou t In 0 2 2 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 1 1 2 0 0 2 2 Total Volume 0 4 0 4 0 0 0 0 0 4 4 8 0 0 2 2 % App. Total 0 100 0 0 0 0 0 50 50 0 0 100 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 1.000 .500 .667 .000 .000 .250 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 3 0 3 0 0 0 0 0 1 3 4 2 0 3 5 12 07:15 AM 0 6 0 6 0 0 0 0 0 2 0 2 0 0 0 0 8 07:30 AM 1 3 0 4 0 0 0 0 0 3 2 5 1 0 1 2 11 07:45 AM 0 4 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 Total 1 16 0 17 0 0 0 0 0 6 5 11 4 0 4 8 36 08:00 AM 0 3 0 3 0 0 0 0 0 1 1 2 2 1 2 5 10 08:15 AM 1 0 0 1 0 0 0 0 0 1 1 2 1 0 0 1 4 08:30 AM 1 2 0 3 0 0 0 0 0 0 3 3 0 0 0 0 6 08:45 AM 0 3 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 Total 2 8 0 10 0 0 0 0 0 2 5 7 5 1 2 8 25 Grand Total 3 24 0 27 0 0 0 0 0 8 10 18 9 1 6 16 61 Apprch %11.1 88.9 0 0 0 0 0 44.4 55.6 56.2 6.2 37.5 Total %4.9 39.3 0 44.3 0 0 0 0 0 13.1 16.4 29.5 14.8 1.6 9.8 26.2 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 1 3 0 4 0 0 0 0 0 3 2 5 1 0 1 2 11 07:45 AM 0 4 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 08:00 AM 0 3 0 3 0 0 0 0 0 1 1 2 2 1 2 5 10 08:15 AM 1 0 0 1 0 0 0 0 0 1 1 2 1 0 0 1 4 Total Volume 2 10 0 12 0 0 0 0 0 5 4 9 5 1 3 9 30 % App. Total 16.7 83.3 0 0 0 0 0 55.6 44.4 55.6 11.1 33.3 PHF .500 .625 .000 .750 .000 .000 .000 .000 .000 .417 .500 .450 .625 .250 .375 .450 .682 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 10 Left 2 InOut Total 10 12 22 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 7 0 7 Left 0 Thru 5 Right 4 Out TotalIn 13 9 22 Le f t 5 Th r u 1 Ri g h t 3 To t a l Ou t In 0 9 9 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.1 3 0 4 0 0 0 0 0 3 2 5 1 0 1 2 +15 mins.0 4 0 4 0 0 0 0 0 0 0 0 1 0 0 1 +30 mins.0 3 0 3 0 0 0 0 0 1 1 2 2 1 2 5 +45 mins.1 0 0 1 0 0 0 0 0 1 1 2 1 0 0 1 Total Volume 2 10 0 12 0 0 0 0 0 5 4 9 5 1 3 9 % App. Total 16.7 83.3 0 0 0 0 0 55.6 44.4 55.6 11.1 33.3 PHF .500 .625 .000 .750 .000 .000 .000 .000 .000 .417 .500 .450 .625 .250 .375 .450 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 54 211 0 265 0 0 0 0 0 222 84 306 103 0 91 194 765 04:15 PM 44 189 0 233 0 0 0 0 0 218 73 291 96 1 95 192 716 04:30 PM 56 184 0 240 0 0 0 0 0 273 95 368 95 0 90 185 793 04:45 PM 53 212 0 265 0 0 0 0 0 261 80 341 103 0 75 178 784 Total 207 796 0 1003 0 0 0 0 0 974 332 1306 397 1 351 749 3058 05:00 PM 52 197 0 249 0 0 0 0 0 247 91 338 111 2 80 193 780 05:15 PM 38 237 0 275 0 0 0 0 0 232 95 327 100 0 73 173 775 05:30 PM 52 199 0 251 0 0 0 0 0 240 89 329 117 0 77 194 774 05:45 PM 53 195 0 248 0 0 0 0 0 202 78 280 85 0 77 162 690 Total 195 828 0 1023 0 0 0 0 0 921 353 1274 413 2 307 722 3019 Grand Total 402 1624 0 2026 0 0 0 0 0 1895 685 2580 810 3 658 1471 6077 Apprch %19.8 80.2 0 0 0 0 0 73.4 26.6 55.1 0.2 44.7 Total %6.6 26.7 0 33.3 0 0 0 0 0 31.2 11.3 42.5 13.3 0 10.8 24.2 Passenger Vehicles 396 1601 0 1997 0 0 0 0 0 1875 661 2536 797 3 651 1451 5984 % Passenger Vehicles 98.5 98.6 0 98.6 0 0 0 0 0 98.9 96.5 98.3 98.4 100 98.9 98.6 98.5 Large 2 Axle Vehicles 4 14 0 18 0 0 0 0 0 14 12 26 8 0 3 11 55 % Large 2 Axle Vehicles 1 0.9 0 0.9 0 0 0 0 0 0.7 1.8 1 1 0 0.5 0.7 0.9 3 Axle Vehicles 1 5 0 6 0 0 0 0 0 4 8 12 1 0 0 1 19 % 3 Axle Vehicles 0.2 0.3 0 0.3 0 0 0 0 0 0.2 1.2 0.5 0.1 0 0 0.1 0.3 4+ Axle Trucks 1 4 0 5 0 0 0 0 0 2 4 6 4 0 4 8 19 % 4+ Axle Trucks 0.2 0.2 0 0.2 0 0 0 0 0 0.1 0.6 0.2 0.5 0 0.6 0.5 0.3 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 56 184 0 240 0 0 0 0 0 273 95 368 95 0 90 185 793 04:45 PM 53 212 0 265 0 0 0 0 0 261 80 341 103 0 75 178 784 05:00 PM 52 197 0 249 0 0 0 0 0 247 91 338 111 2 80 193 780 05:15 PM 38 237 0 275 0 0 0 0 0 232 95 327 100 0 73 173 775 Total Volume 199 830 0 1029 0 0 0 0 0 1013 361 1374 409 2 318 729 3132 % App. Total 19.3 80.7 0 0 0 0 0 73.7 26.3 56.1 0.3 43.6 PHF .888 .876 .000 .935 .000 .000 .000 .000 .000 .928 .950 .933 .921 .250 .883 .944 .987 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 830 Left 199 InOut Total 1422 1029 2451 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 56 2 0 56 2 Left 0 Thru 1013 Right 361 Out TotalIn 1148 1374 2522 Le f t 40 9 Th r u 2 Ri g h t 31 8 To t a l Ou t In 0 72 9 72 9 Peak Hour Begins at 04:30 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 04:30 PM 04:00 PM +0 mins.53 212 0 265 0 0 0 0 0 273 95 368 103 0 91 194 +15 mins.52 197 0 249 0 0 0 0 0 261 80 341 96 1 95 192 +30 mins.38 237 0 275 0 0 0 0 0 247 91 338 95 0 90 185 +45 mins.52 199 0 251 0 0 0 0 0 232 95 327 103 0 75 178 Total Volume 195 845 0 1040 0 0 0 0 0 1013 361 1374 397 1 351 749 % App. Total 18.8 81.2 0 0 0 0 0 73.7 26.3 53 0.1 46.9 PHF .920 .891 .000 .945 .000 .000 .000 .000 .000 .928 .950 .933 .964 .250 .924 .965 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 53 210 0 263 0 0 0 0 0 221 78 299 103 0 89 192 754 04:15 PM 44 182 0 226 0 0 0 0 0 215 69 284 95 1 93 189 699 04:30 PM 56 182 0 238 0 0 0 0 0 268 92 360 91 0 88 179 777 04:45 PM 53 208 0 261 0 0 0 0 0 260 79 339 102 0 75 177 777 Total 206 782 0 988 0 0 0 0 0 964 318 1282 391 1 345 737 3007 05:00 PM 49 195 0 244 0 0 0 0 0 245 90 335 110 2 80 192 771 05:15 PM 38 234 0 272 0 0 0 0 0 232 94 326 98 0 73 171 769 05:30 PM 51 196 0 247 0 0 0 0 0 236 86 322 115 0 77 192 761 05:45 PM 52 194 0 246 0 0 0 0 0 198 73 271 83 0 76 159 676 Total 190 819 0 1009 0 0 0 0 0 911 343 1254 406 2 306 714 2977 Grand Total 396 1601 0 1997 0 0 0 0 0 1875 661 2536 797 3 651 1451 5984 Apprch %19.8 80.2 0 0 0 0 0 73.9 26.1 54.9 0.2 44.9 Total %6.6 26.8 0 33.4 0 0 0 0 0 31.3 11 42.4 13.3 0.1 10.9 24.2 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 56 182 0 238 0 0 0 0 0 268 92 360 91 0 88 179 777 04:45 PM 53 208 0 261 0 0 0 0 0 260 79 339 102 0 75 177 777 05:00 PM 49 195 0 244 0 0 0 0 0 245 90 335 110 2 80 192 771 05:15 PM 38 234 0 272 0 0 0 0 0 232 94 326 98 0 73 171 769 Total Volume 196 819 0 1015 0 0 0 0 0 1005 355 1360 401 2 316 719 3094 % App. Total 19.3 80.7 0 0 0 0 0 73.9 26.1 55.8 0.3 43.9 PHF .875 .875 .000 .933 .000 .000 .000 .000 .000 .938 .944 .944 .911 .250 .898 .936 .995 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 819 Left 196 InOut Total 1406 1015 2421 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 55 3 0 55 3 Left 0 Thru 1005 Right 355 Out TotalIn 1135 1360 2495 Le f t 40 1 Th r u 2 Ri g h t 31 6 To t a l Ou t In 0 71 9 71 9 Peak Hour Begins at 04:30 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.56 182 0 238 0 0 0 0 0 268 92 360 91 0 88 179 +15 mins.53 208 0 261 0 0 0 0 0 260 79 339 102 0 75 177 +30 mins.49 195 0 244 0 0 0 0 0 245 90 335 110 2 80 192 +45 mins.38 234 0 272 0 0 0 0 0 232 94 326 98 0 73 171 Total Volume 196 819 0 1015 0 0 0 0 0 1005 355 1360 401 2 316 719 % App. Total 19.3 80.7 0 0 0 0 0 73.9 26.1 55.8 0.3 43.9 PHF .875 .875 .000 .933 .000 .000 .000 .000 .000 .938 .944 .944 .911 .250 .898 .936 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 1 0 0 1 0 0 0 0 0 1 3 4 0 0 1 1 6 04:15 PM 0 4 0 4 0 0 0 0 0 1 0 1 1 0 0 1 6 04:30 PM 0 1 0 1 0 0 0 0 0 3 3 6 2 0 1 3 10 04:45 PM 0 3 0 3 0 0 0 0 0 1 1 2 0 0 0 0 5 Total 1 8 0 9 0 0 0 0 0 6 7 13 3 0 2 5 27 05:00 PM 1 2 0 3 0 0 0 0 0 2 1 3 1 0 0 1 7 05:15 PM 0 2 0 2 0 0 0 0 0 0 1 1 1 0 0 1 4 05:30 PM 1 2 0 3 0 0 0 0 0 3 1 4 2 0 0 2 9 05:45 PM 1 0 0 1 0 0 0 0 0 3 2 5 1 0 1 2 8 Total 3 6 0 9 0 0 0 0 0 8 5 13 5 0 1 6 28 Grand Total 4 14 0 18 0 0 0 0 0 14 12 26 8 0 3 11 55 Apprch %22.2 77.8 0 0 0 0 0 53.8 46.2 72.7 0 27.3 Total %7.3 25.5 0 32.7 0 0 0 0 0 25.5 21.8 47.3 14.5 0 5.5 20 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 1 0 1 0 0 0 0 0 3 3 6 2 0 1 3 10 04:45 PM 0 3 0 3 0 0 0 0 0 1 1 2 0 0 0 0 5 05:00 PM 1 2 0 3 0 0 0 0 0 2 1 3 1 0 0 1 7 05:15 PM 0 2 0 2 0 0 0 0 0 0 1 1 1 0 0 1 4 Total Volume 1 8 0 9 0 0 0 0 0 6 6 12 4 0 1 5 26 % App. Total 11.1 88.9 0 0 0 0 0 50 50 80 0 20 PHF .250 .667 .000 .750 .000 .000 .000 .000 .000 .500 .500 .500 .500 .000 .250 .417 .650 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 8 Left 1 InOut Total 10 9 19 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 7 0 7 Left 0 Thru 6 Right 6 Out TotalIn 9 12 21 Le f t 4 Th r u 0 Ri g h t 1 To t a l Ou t In 0 5 5 Peak Hour Begins at 04:30 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 1 0 1 0 0 0 0 0 3 3 6 2 0 1 3 +15 mins.0 3 0 3 0 0 0 0 0 1 1 2 0 0 0 0 +30 mins.1 2 0 3 0 0 0 0 0 2 1 3 1 0 0 1 +45 mins.0 2 0 2 0 0 0 0 0 0 1 1 1 0 0 1 Total Volume 1 8 0 9 0 0 0 0 0 6 6 12 4 0 1 5 % App. Total 11.1 88.9 0 0 0 0 0 50 50 80 0 20 PHF .250 .667 .000 .750 .000 .000 .000 .000 .000 .500 .500 .500 .500 .000 .250 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 04:15 PM 0 3 0 3 0 0 0 0 0 2 3 5 0 0 0 0 8 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 4 0 4 0 0 0 0 0 3 4 7 0 0 0 0 11 05:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 0 2 05:45 PM 0 0 0 0 0 0 0 0 0 1 2 3 0 0 0 0 3 Total 1 1 0 2 0 0 0 0 0 1 4 5 1 0 0 1 8 Grand Total 1 5 0 6 0 0 0 0 0 4 8 12 1 0 0 1 19 Apprch %16.7 83.3 0 0 0 0 0 33.3 66.7 100 0 0 Total %5.3 26.3 0 31.6 0 0 0 0 0 21.1 42.1 63.2 5.3 0 0 5.3 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Total Volume 1 1 0 2 0 0 0 0 0 1 0 1 1 0 0 1 4 % App. Total 50 50 0 0 0 0 0 100 0 100 0 0 PHF .250 .250 .000 .500 .000 .000 .000 .000 .000 .250 .000 .250 .250 .000 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 1 Left 1 InOut Total 2 2 4 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 1 0 1 Left 0 Thru 1 Right 0 Out TotalIn 1 1 2 Le f t 1 Th r u 0 Ri g h t 0 To t a l Ou t In 0 1 1 Peak Hour Begins at 04:30 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 Total Volume 1 1 0 2 0 0 0 0 0 1 0 1 1 0 0 1 % App. Total 50 50 0 0 0 0 0 100 0 100 0 0 PHF .250 .250 .000 .500 .000 .000 .000 .000 .000 .250 .000 .250 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 2 2 0 0 1 1 3 04:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 2 3 04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 2 0 1 3 5 04:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Total 0 2 0 2 0 0 0 0 0 1 3 4 3 0 4 7 13 05:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 05:45 PM 0 1 0 1 0 0 0 0 0 0 1 1 1 0 0 1 3 Total 1 2 0 3 0 0 0 0 0 1 1 2 1 0 0 1 6 Grand Total 1 4 0 5 0 0 0 0 0 2 4 6 4 0 4 8 19 Apprch %20 80 0 0 0 0 0 33.3 66.7 50 0 50 Total %5.3 21.1 0 26.3 0 0 0 0 0 10.5 21.1 31.6 21.1 0 21.1 42.1 Citrus Avenue Southbound SR-210 Eastbound On Ramp Westbound Citrus Avenue Northbound SR-210 Eastbound Off Ramp Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 2 0 1 3 5 04:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 05:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 2 0 3 0 0 0 0 0 1 0 1 3 0 1 4 8 % App. Total 33.3 66.7 0 0 0 0 0 100 0 75 0 25 PHF .250 .500 .000 .750 .000 .000 .000 .000 .000 .250 .000 .250 .375 .000 .250 .333 .400 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 09_FON_Citrus_210E PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: SR-210 Eastbound Ramps Weather: Clear Citrus Avenue S R - 2 1 0 E a s t b o u n d O f f R a m p S R - 2 1 0 E a s t b o u n d O n R a m p Citrus Avenue Right 0 Thru 2 Left 1 InOut Total 4 3 7 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 1 0 1 Left 0 Thru 1 Right 0 Out TotalIn 3 1 4 Le f t 3 Th r u 0 Ri g h t 1 To t a l Ou t In 0 4 4 Peak Hour Begins at 04:30 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 1 0 1 0 0 0 0 0 1 0 1 2 0 1 3 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 1 0 0 1 +30 mins.1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 2 0 3 0 0 0 0 0 1 0 1 3 0 1 4 % App. Total 33.3 66.7 0 0 0 0 0 100 0 75 0 25 PHF .250 .500 .000 .750 .000 .000 .000 .000 .000 .250 .000 .250 .375 .000 .250 .333 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/7/2024 N/S: Day:Tuesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue SR-210 EB Ramps Citrus Avenue SR-210 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 4 4 North Leg East Leg South Leg West Leg Citrus Avenue SR-210 EB Ramps Citrus Avenue SR-210 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 2 2 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 Fontana Citrus Avenue SR-210 EB Ramps PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/7/2024 N/S: Day: Tuesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 SR-210 EB Ramps Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Citrus Avenue SR-210 EB Ramps Citrus Avenue SR-210 EB Ramps TOTAL VOLUMES: Citrus Avenue SR-210 EB Ramps Citrus Avenue SR-210 EB Ramps Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 43 173 21 237 11 16 42 69 10 151 12 173 46 36 14 96 575 07:15 AM 57 214 28 299 14 33 67 114 20 187 14 221 56 37 7 100 734 07:30 AM 63 209 32 304 19 55 82 156 20 175 14 209 65 76 17 158 827 07:45 AM 92 184 25 301 26 78 61 165 24 204 19 247 40 77 26 143 856 Total 255 780 106 1141 70 182 252 504 74 717 59 850 207 226 64 497 2992 08:00 AM 71 185 39 295 23 72 73 168 30 130 17 177 65 80 15 160 800 08:15 AM 76 180 25 281 14 39 63 116 36 158 25 219 57 55 34 146 762 08:30 AM 70 207 26 303 22 37 49 108 15 168 21 204 28 41 22 91 706 08:45 AM 60 167 22 249 14 22 46 82 8 130 16 154 39 30 8 77 562 Total 277 739 112 1128 73 170 231 474 89 586 79 754 189 206 79 474 2830 Grand Total 532 1519 218 2269 143 352 483 978 163 1303 138 1604 396 432 143 971 5822 Apprch %23.4 66.9 9.6 14.6 36 49.4 10.2 81.2 8.6 40.8 44.5 14.7 Total %9.1 26.1 3.7 39 2.5 6 8.3 16.8 2.8 22.4 2.4 27.6 6.8 7.4 2.5 16.7 Passenger Vehicles 521 1463 208 2192 141 347 472 960 161 1244 131 1536 392 426 142 960 5648 % Passenger Vehicles 97.9 96.3 95.4 96.6 98.6 98.6 97.7 98.2 98.8 95.5 94.9 95.8 99 98.6 99.3 98.9 97 Large 2 Axle Vehicles 7 25 6 38 2 5 7 14 2 31 2 35 3 6 1 10 97 % Large 2 Axle Vehicles 1.3 1.6 2.8 1.7 1.4 1.4 1.4 1.4 1.2 2.4 1.4 2.2 0.8 1.4 0.7 1 1.7 3 Axle Vehicles 1 4 2 7 0 0 3 3 0 9 4 13 1 0 0 1 24 % 3 Axle Vehicles 0.2 0.3 0.9 0.3 0 0 0.6 0.3 0 0.7 2.9 0.8 0.3 0 0 0.1 0.4 4+ Axle Trucks 3 27 2 32 0 0 1 1 0 19 1 20 0 0 0 0 53 % 4+ Axle Trucks 0.6 1.8 0.9 1.4 0 0 0.2 0.1 0 1.5 0.7 1.2 0 0 0 0 0.9 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 63 209 32 304 19 55 82 156 20 175 14 209 65 76 17 158 827 07:45 AM 92 184 25 301 26 78 61 165 24 204 19 247 40 77 26 143 856 08:00 AM 71 185 39 295 23 72 73 168 30 130 17 177 65 80 15 160 800 08:15 AM 76 180 25 281 14 39 63 116 36 158 25 219 57 55 34 146 762 Total Volume 302 758 121 1181 82 244 279 605 110 667 75 852 227 288 92 607 3245 % App. Total 25.6 64.2 10.2 13.6 40.3 46.1 12.9 78.3 8.8 37.4 47.4 15.2 PHF .821 .907 .776 .971 .788 .782 .851 .900 .764 .817 .750 .862 .873 .900 .676 .948 .948 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 121 Thru 758 Left 302 InOut Total 1173 1181 2354 Ri g h t 27 9 Th r u 24 4 Le f t 82 Ou t To t a l In 66 5 60 5 12 7 0 Left 110 Thru 667 Right 75 Out TotalIn 932 852 1784 Le f t 22 7 Th r u 28 8 Ri g h t 92 To t a l Ou t In 47 5 60 7 10 8 2 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:15 AM 07:30 AM +0 mins.57 214 28 299 19 55 82 156 20 187 14 221 65 76 17 158 +15 mins.63 209 32 304 26 78 61 165 20 175 14 209 40 77 26 143 +30 mins.92 184 25 301 23 72 73 168 24 204 19 247 65 80 15 160 +45 mins.71 185 39 295 14 39 63 116 30 130 17 177 57 55 34 146 Total Volume 283 792 124 1199 82 244 279 605 94 696 64 854 227 288 92 607 % App. Total 23.6 66.1 10.3 13.6 40.3 46.1 11 81.5 7.5 37.4 47.4 15.2 PHF .769 .925 .795 .986 .788 .782 .851 .900 .783 .853 .842 .864 .873 .900 .676 .948 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 41 166 20 227 11 16 41 68 10 135 12 157 46 36 14 96 548 07:15 AM 54 206 26 286 14 33 64 111 19 181 13 213 55 36 7 98 708 07:30 AM 63 201 30 294 19 53 80 152 20 167 12 199 63 76 17 156 801 07:45 AM 90 177 24 291 26 78 60 164 24 199 17 240 40 76 25 141 836 Total 248 750 100 1098 70 180 245 495 73 682 54 809 204 224 63 491 2893 08:00 AM 70 175 39 284 23 72 72 167 30 124 17 171 64 77 15 156 778 08:15 AM 75 176 22 273 13 37 62 112 35 151 24 210 57 55 34 146 741 08:30 AM 68 202 26 296 22 37 48 107 15 162 20 197 28 41 22 91 691 08:45 AM 60 160 21 241 13 21 45 79 8 125 16 149 39 29 8 76 545 Total 273 713 108 1094 71 167 227 465 88 562 77 727 188 202 79 469 2755 Grand Total 521 1463 208 2192 141 347 472 960 161 1244 131 1536 392 426 142 960 5648 Apprch %23.8 66.7 9.5 14.7 36.1 49.2 10.5 81 8.5 40.8 44.4 14.8 Total %9.2 25.9 3.7 38.8 2.5 6.1 8.4 17 2.9 22 2.3 27.2 6.9 7.5 2.5 17 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 63 201 30 294 19 53 80 152 20 167 12 199 63 76 17 156 801 07:45 AM 90 177 24 291 26 78 60 164 24 199 17 240 40 76 25 141 836 08:00 AM 70 175 39 284 23 72 72 167 30 124 17 171 64 77 15 156 778 08:15 AM 75 176 22 273 13 37 62 112 35 151 24 210 57 55 34 146 741 Total Volume 298 729 115 1142 81 240 274 595 109 641 70 820 224 284 91 599 3156 % App. Total 26.1 63.8 10.1 13.6 40.3 46.1 13.3 78.2 8.5 37.4 47.4 15.2 PHF .828 .907 .737 .971 .779 .769 .856 .891 .779 .805 .729 .854 .875 .922 .669 .960 .944 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 115 Thru 729 Left 298 InOut Total 1139 1142 2281 Ri g h t 27 4 Th r u 24 0 Le f t 81 Ou t To t a l In 65 2 59 5 12 4 7 Left 109 Thru 641 Right 70 Out TotalIn 901 820 1721 Le f t 22 4 Th r u 28 4 Ri g h t 91 To t a l Ou t In 46 4 59 9 10 6 3 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.63 201 30 294 19 53 80 152 20 167 12 199 63 76 17 156 +15 mins.90 177 24 291 26 78 60 164 24 199 17 240 40 76 25 141 +30 mins.70 175 39 284 23 72 72 167 30 124 17 171 64 77 15 156 +45 mins.75 176 22 273 13 37 62 112 35 151 24 210 57 55 34 146 Total Volume 298 729 115 1142 81 240 274 595 109 641 70 820 224 284 91 599 % App. Total 26.1 63.8 10.1 13.6 40.3 46.1 13.3 78.2 8.5 37.4 47.4 15.2 PHF .828 .907 .737 .971 .779 .769 .856 .891 .779 .805 .729 .854 .875 .922 .669 .960 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 3 0 5 0 0 1 1 0 11 0 11 0 0 0 0 17 07:15 AM 1 2 2 5 0 0 2 2 1 3 0 4 1 1 0 2 13 07:30 AM 0 4 1 5 0 2 0 2 0 4 1 5 2 0 0 2 14 07:45 AM 2 1 1 4 0 0 1 1 0 3 0 3 0 1 1 2 10 Total 5 10 4 19 0 2 4 6 1 21 1 23 3 2 1 6 54 08:00 AM 0 6 0 6 0 0 1 1 0 3 0 3 0 3 0 3 13 08:15 AM 1 2 2 5 1 2 1 4 1 2 0 3 0 0 0 0 12 08:30 AM 1 2 0 3 0 0 1 1 0 3 1 4 0 0 0 0 8 08:45 AM 0 5 0 5 1 1 0 2 0 2 0 2 0 1 0 1 10 Total 2 15 2 19 2 3 3 8 1 10 1 12 0 4 0 4 43 Grand Total 7 25 6 38 2 5 7 14 2 31 2 35 3 6 1 10 97 Apprch %18.4 65.8 15.8 14.3 35.7 50 5.7 88.6 5.7 30 60 10 Total %7.2 25.8 6.2 39.2 2.1 5.2 7.2 14.4 2.1 32 2.1 36.1 3.1 6.2 1 10.3 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 4 1 5 0 2 0 2 0 4 1 5 2 0 0 2 14 07:45 AM 2 1 1 4 0 0 1 1 0 3 0 3 0 1 1 2 10 08:00 AM 0 6 0 6 0 0 1 1 0 3 0 3 0 3 0 3 13 08:15 AM 1 2 2 5 1 2 1 4 1 2 0 3 0 0 0 0 12 Total Volume 3 13 4 20 1 4 3 8 1 12 1 14 2 4 1 7 49 % App. Total 15 65 20 12.5 50 37.5 7.1 85.7 7.1 28.6 57.1 14.3 PHF .375 .542 .500 .833 .250 .500 .750 .500 .250 .750 .250 .700 .250 .333 .250 .583 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 4 Thru 13 Left 3 InOut Total 17 20 37 Ri g h t 3 Th r u 4 Le f t 1 Ou t To t a l In 8 8 16 Left 1 Thru 12 Right 1 Out TotalIn 15 14 29 Le f t 2 Th r u 4 Ri g h t 1 To t a l Ou t In 9 7 16 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 4 1 5 0 2 0 2 0 4 1 5 2 0 0 2 +15 mins.2 1 1 4 0 0 1 1 0 3 0 3 0 1 1 2 +30 mins.0 6 0 6 0 0 1 1 0 3 0 3 0 3 0 3 +45 mins.1 2 2 5 1 2 1 4 1 2 0 3 0 0 0 0 Total Volume 3 13 4 20 1 4 3 8 1 12 1 14 2 4 1 7 % App. Total 15 65 20 12.5 50 37.5 7.1 85.7 7.1 28.6 57.1 14.3 PHF .375 .542 .500 .833 .250 .500 .750 .500 .250 .750 .250 .700 .250 .333 .250 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 1 1 0 1 1 2 0 0 0 0 3 07:30 AM 0 0 1 1 0 0 1 1 0 1 1 2 0 0 0 0 4 07:45 AM 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 5 Total 0 2 1 3 0 0 2 2 0 4 4 8 0 0 0 0 13 08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 1 2 08:15 AM 0 1 1 2 0 0 0 0 0 2 0 2 0 0 0 0 4 08:30 AM 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 08:45 AM 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 3 Total 1 2 1 4 0 0 1 1 0 5 0 5 1 0 0 1 11 Grand Total 1 4 2 7 0 0 3 3 0 9 4 13 1 0 0 1 24 Apprch %14.3 57.1 28.6 0 0 100 0 69.2 30.8 100 0 0 Total %4.2 16.7 8.3 29.2 0 0 12.5 12.5 0 37.5 16.7 54.2 4.2 0 0 4.2 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 1 1 0 0 1 1 0 1 1 2 0 0 0 0 4 07:45 AM 0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 5 08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 1 2 08:15 AM 0 1 1 2 0 0 0 0 0 2 0 2 0 0 0 0 4 Total Volume 0 3 2 5 0 0 1 1 0 5 3 8 1 0 0 1 15 % App. Total 0 60 40 0 0 100 0 62.5 37.5 100 0 0 PHF .000 .375 .500 .625 .000 .000 .250 .250 .000 .625 .375 .667 .250 .000 .000 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 2 Thru 3 Left 0 InOut Total 7 5 12 Ri g h t 1 Th r u 0 Le f t 0 Ou t To t a l In 3 1 4 Left 0 Thru 5 Right 3 Out TotalIn 3 8 11 Le f t 1 Th r u 0 Ri g h t 0 To t a l Ou t In 2 1 3 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 1 1 0 0 1 1 0 1 1 2 0 0 0 0 +15 mins.0 2 0 2 0 0 0 0 0 1 2 3 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 1 +45 mins.0 1 1 2 0 0 0 0 0 2 0 2 0 0 0 0 Total Volume 0 3 2 5 0 0 1 1 0 5 3 8 1 0 0 1 % App. Total 0 60 40 0 0 100 0 62.5 37.5 100 0 0 PHF .000 .375 .500 .625 .000 .000 .250 .250 .000 .625 .375 .667 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 4 1 5 0 0 0 0 0 4 0 4 0 0 0 0 9 07:15 AM 2 6 0 8 0 0 0 0 0 2 0 2 0 0 0 0 10 07:30 AM 0 4 0 4 0 0 1 1 0 3 0 3 0 0 0 0 8 07:45 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 Total 2 18 1 21 0 0 1 1 0 10 0 10 0 0 0 0 32 08:00 AM 1 4 0 5 0 0 0 0 0 2 0 2 0 0 0 0 7 08:15 AM 0 1 0 1 0 0 0 0 0 3 1 4 0 0 0 0 5 08:30 AM 0 2 0 2 0 0 0 0 0 3 0 3 0 0 0 0 5 08:45 AM 0 2 1 3 0 0 0 0 0 1 0 1 0 0 0 0 4 Total 1 9 1 11 0 0 0 0 0 9 1 10 0 0 0 0 21 Grand Total 3 27 2 32 0 0 1 1 0 19 1 20 0 0 0 0 53 Apprch %9.4 84.4 6.2 0 0 100 0 95 5 0 0 0 Total %5.7 50.9 3.8 60.4 0 0 1.9 1.9 0 35.8 1.9 37.7 0 0 0 0 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 4 0 4 0 0 1 1 0 3 0 3 0 0 0 0 8 07:45 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 08:00 AM 1 4 0 5 0 0 0 0 0 2 0 2 0 0 0 0 7 08:15 AM 0 1 0 1 0 0 0 0 0 3 1 4 0 0 0 0 5 Total Volume 1 13 0 14 0 0 1 1 0 9 1 10 0 0 0 0 25 % App. Total 7.1 92.9 0 0 0 100 0 90 10 0 0 0 PHF .250 .813 .000 .700 .000 .000 .250 .250 .000 .750 .250 .625 .000 .000 .000 .000 .781 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High AM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 0 Thru 13 Left 1 InOut Total 10 14 24 Ri g h t 1 Th r u 0 Le f t 0 Ou t To t a l In 2 1 3 Left 0 Thru 9 Right 1 Out TotalIn 13 10 23 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 4 0 4 0 0 1 1 0 3 0 3 0 0 0 0 +15 mins.0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 +30 mins.1 4 0 5 0 0 0 0 0 2 0 2 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 3 1 4 0 0 0 0 Total Volume 1 13 0 14 0 0 1 1 0 9 1 10 0 0 0 0 % App. Total 7.1 92.9 0 0 0 100 0 90 10 0 0 0 PHF .250 .813 .000 .700 .000 .000 .250 .250 .000 .750 .250 .625 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 74 212 42 328 23 38 84 145 6 180 16 202 38 49 17 104 779 04:15 PM 56 190 36 282 29 53 87 169 10 198 22 230 29 48 12 89 770 04:30 PM 53 181 32 266 31 39 95 165 11 213 14 238 44 72 15 131 800 04:45 PM 42 193 48 283 30 39 96 165 16 215 16 247 35 60 5 100 795 Total 225 776 158 1159 113 169 362 644 43 806 68 917 146 229 49 424 3144 05:00 PM 56 166 44 266 22 42 85 149 15 218 19 252 43 62 11 116 783 05:15 PM 71 217 42 330 25 50 75 150 16 212 28 256 41 48 12 101 837 05:30 PM 59 181 39 279 25 41 95 161 13 200 12 225 45 51 8 104 769 05:45 PM 47 189 39 275 29 49 84 162 10 158 11 179 38 58 15 111 727 Total 233 753 164 1150 101 182 339 622 54 788 70 912 167 219 46 432 3116 Grand Total 458 1529 322 2309 214 351 701 1266 97 1594 138 1829 313 448 95 856 6260 Apprch %19.8 66.2 13.9 16.9 27.7 55.4 5.3 87.2 7.5 36.6 52.3 11.1 Total %7.3 24.4 5.1 36.9 3.4 5.6 11.2 20.2 1.5 25.5 2.2 29.2 5 7.2 1.5 13.7 Passenger Vehicles 454 1507 320 2281 212 351 692 1255 97 1558 133 1788 311 445 95 851 6175 % Passenger Vehicles 99.1 98.6 99.4 98.8 99.1 100 98.7 99.1 100 97.7 96.4 97.8 99.4 99.3 100 99.4 98.6 Large 2 Axle Vehicles 4 10 2 16 1 0 8 9 0 20 1 21 1 2 0 3 49 % Large 2 Axle Vehicles 0.9 0.7 0.6 0.7 0.5 0 1.1 0.7 0 1.3 0.7 1.1 0.3 0.4 0 0.4 0.8 3 Axle Vehicles 0 5 0 5 1 0 1 2 0 11 2 13 1 1 0 2 22 % 3 Axle Vehicles 0 0.3 0 0.2 0.5 0 0.1 0.2 0 0.7 1.4 0.7 0.3 0.2 0 0.2 0.4 4+ Axle Trucks 0 7 0 7 0 0 0 0 0 5 2 7 0 0 0 0 14 % 4+ Axle Trucks 0 0.5 0 0.3 0 0 0 0 0 0.3 1.4 0.4 0 0 0 0 0.2 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 53 181 32 266 31 39 95 165 11 213 14 238 44 72 15 131 800 04:45 PM 42 193 48 283 30 39 96 165 16 215 16 247 35 60 5 100 795 05:00 PM 56 166 44 266 22 42 85 149 15 218 19 252 43 62 11 116 783 05:15 PM 71 217 42 330 25 50 75 150 16 212 28 256 41 48 12 101 837 Total Volume 222 757 166 1145 108 170 351 629 58 858 77 993 163 242 43 448 3215 % App. Total 19.4 66.1 14.5 17.2 27 55.8 5.8 86.4 7.8 36.4 54 9.6 PHF .782 .872 .865 .867 .871 .850 .914 .953 .906 .984 .688 .970 .926 .840 .717 .855 .960 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 166 Thru 757 Left 222 InOut Total 1372 1145 2517 Ri g h t 35 1 Th r u 17 0 Le f t 10 8 Ou t To t a l In 54 1 62 9 11 7 0 Left 58 Thru 858 Right 77 Out TotalIn 908 993 1901 Le f t 16 3 Th r u 24 2 Ri g h t 43 To t a l Ou t In 39 4 44 8 84 2 Peak Hour Begins at 04:30 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:15 PM 04:30 PM 04:30 PM +0 mins.74 212 42 328 29 53 87 169 11 213 14 238 44 72 15 131 +15 mins.56 190 36 282 31 39 95 165 16 215 16 247 35 60 5 100 +30 mins.53 181 32 266 30 39 96 165 15 218 19 252 43 62 11 116 +45 mins.42 193 48 283 22 42 85 149 16 212 28 256 41 48 12 101 Total Volume 225 776 158 1159 112 173 363 648 58 858 77 993 163 242 43 448 % App. Total 19.4 67 13.6 17.3 26.7 56 5.8 86.4 7.8 36.4 54 9.6 PHF .760 .915 .823 .883 .903 .816 .945 .959 .906 .984 .688 .970 .926 .840 .717 .855 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 74 209 42 325 22 38 83 143 6 174 15 195 37 48 17 102 765 04:15 PM 55 182 36 273 29 53 86 168 10 193 21 224 29 48 12 89 754 04:30 PM 52 179 31 262 31 39 93 163 11 207 14 232 44 71 15 130 787 04:45 PM 42 190 48 280 30 39 95 164 16 214 15 245 35 60 5 100 789 Total 223 760 157 1140 112 169 357 638 43 788 65 896 145 227 49 421 3095 05:00 PM 56 164 44 264 21 42 82 145 15 216 19 250 43 62 11 116 775 05:15 PM 69 216 42 327 25 50 75 150 16 211 27 254 41 47 12 100 831 05:30 PM 59 179 38 276 25 41 94 160 13 193 12 218 45 51 8 104 758 05:45 PM 47 188 39 274 29 49 84 162 10 150 10 170 37 58 15 110 716 Total 231 747 163 1141 100 182 335 617 54 770 68 892 166 218 46 430 3080 Grand Total 454 1507 320 2281 212 351 692 1255 97 1558 133 1788 311 445 95 851 6175 Apprch %19.9 66.1 14 16.9 28 55.1 5.4 87.1 7.4 36.5 52.3 11.2 Total %7.4 24.4 5.2 36.9 3.4 5.7 11.2 20.3 1.6 25.2 2.2 29 5 7.2 1.5 13.8 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 52 179 31 262 31 39 93 163 11 207 14 232 44 71 15 130 787 04:45 PM 42 190 48 280 30 39 95 164 16 214 15 245 35 60 5 100 789 05:00 PM 56 164 44 264 21 42 82 145 15 216 19 250 43 62 11 116 775 05:15 PM 69 216 42 327 25 50 75 150 16 211 27 254 41 47 12 100 831 Total Volume 219 749 165 1133 107 170 345 622 58 848 75 981 163 240 43 446 3182 % App. Total 19.3 66.1 14.6 17.2 27.3 55.5 5.9 86.4 7.6 36.5 53.8 9.6 PHF .793 .867 .859 .866 .863 .850 .908 .948 .906 .981 .694 .966 .926 .845 .717 .858 .957 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 165 Thru 749 Left 219 InOut Total 1356 1133 2489 Ri g h t 34 5 Th r u 17 0 Le f t 10 7 Ou t To t a l In 53 4 62 2 11 5 6 Left 58 Thru 848 Right 75 Out TotalIn 899 981 1880 Le f t 16 3 Th r u 24 0 Ri g h t 43 To t a l Ou t In 39 3 44 6 83 9 Peak Hour Begins at 04:30 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.52 179 31 262 31 39 93 163 11 207 14 232 44 71 15 130 +15 mins.42 190 48 280 30 39 95 164 16 214 15 245 35 60 5 100 +30 mins.56 164 44 264 21 42 82 145 15 216 19 250 43 62 11 116 +45 mins.69 216 42 327 25 50 75 150 16 211 27 254 41 47 12 100 Total Volume 219 749 165 1133 107 170 345 622 58 848 75 981 163 240 43 446 % App. Total 19.3 66.1 14.6 17.2 27.3 55.5 5.9 86.4 7.6 36.5 53.8 9.6 PHF .793 .867 .859 .866 .863 .850 .908 .948 .906 .981 .694 .966 .926 .845 .717 .858 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 0 0 1 1 0 2 0 2 0 1 0 1 5 04:15 PM 1 3 0 4 0 0 0 0 0 2 0 2 0 0 0 0 6 04:30 PM 1 0 1 2 0 0 2 2 0 4 0 4 0 0 0 0 8 04:45 PM 0 3 0 3 0 0 1 1 0 1 0 1 0 0 0 0 5 Total 2 7 1 10 0 0 4 4 0 9 0 9 0 1 0 1 24 05:00 PM 0 1 0 1 1 0 3 4 0 2 0 2 0 0 0 0 7 05:15 PM 2 0 0 2 0 0 0 0 0 1 0 1 0 1 0 1 4 05:30 PM 0 1 1 2 0 0 1 1 0 4 0 4 0 0 0 0 7 05:45 PM 0 1 0 1 0 0 0 0 0 4 1 5 1 0 0 1 7 Total 2 3 1 6 1 0 4 5 0 11 1 12 1 1 0 2 25 Grand Total 4 10 2 16 1 0 8 9 0 20 1 21 1 2 0 3 49 Apprch %25 62.5 12.5 11.1 0 88.9 0 95.2 4.8 33.3 66.7 0 Total %8.2 20.4 4.1 32.7 2 0 16.3 18.4 0 40.8 2 42.9 2 4.1 0 6.1 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 1 0 1 2 0 0 2 2 0 4 0 4 0 0 0 0 8 04:45 PM 0 3 0 3 0 0 1 1 0 1 0 1 0 0 0 0 5 05:00 PM 0 1 0 1 1 0 3 4 0 2 0 2 0 0 0 0 7 05:15 PM 2 0 0 2 0 0 0 0 0 1 0 1 0 1 0 1 4 Total Volume 3 4 1 8 1 0 6 7 0 8 0 8 0 1 0 1 24 % App. Total 37.5 50 12.5 14.3 0 85.7 0 100 0 0 100 0 PHF .375 .333 .250 .667 .250 .000 .500 .438 .000 .500 .000 .500 .000 .250 .000 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 1 Thru 4 Left 3 InOut Total 14 8 22 Ri g h t 6 Th r u 0 Le f t 1 Ou t To t a l In 4 7 11 Left 0 Thru 8 Right 0 Out TotalIn 5 8 13 Le f t 0 Th r u 1 Ri g h t 0 To t a l Ou t In 1 1 2 Peak Hour Begins at 04:30 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.1 0 1 2 0 0 2 2 0 4 0 4 0 0 0 0 +15 mins.0 3 0 3 0 0 1 1 0 1 0 1 0 0 0 0 +30 mins.0 1 0 1 1 0 3 4 0 2 0 2 0 0 0 0 +45 mins.2 0 0 2 0 0 0 0 0 1 0 1 0 1 0 1 Total Volume 3 4 1 8 1 0 6 7 0 8 0 8 0 1 0 1 % App. Total 37.5 50 12.5 14.3 0 85.7 0 100 0 0 100 0 PHF .375 .333 .250 .667 .250 .000 .500 .438 .000 .500 .000 .500 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 1 0 0 1 0 2 1 3 1 0 0 1 6 04:15 PM 0 3 0 3 0 0 1 1 0 2 0 2 0 0 0 0 6 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Total 0 4 0 4 1 0 1 2 0 5 2 7 1 1 0 2 15 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 05:45 PM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 4 Total 0 1 0 1 0 0 0 0 0 6 0 6 0 0 0 0 7 Grand Total 0 5 0 5 1 0 1 2 0 11 2 13 1 1 0 2 22 Apprch %0 100 0 50 0 50 0 84.6 15.4 50 50 0 Total %0 22.7 0 22.7 4.5 0 4.5 9.1 0 50 9.1 59.1 4.5 4.5 0 9.1 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 1 0 1 0 0 0 0 0 1 1 2 0 1 0 1 4 % App. Total 0 100 0 0 0 0 0 50 50 0 100 0 PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .250 .250 .500 .000 .250 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 0 Thru 1 Left 0 InOut Total 1 1 2 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 2 0 2 Left 0 Thru 1 Right 1 Out TotalIn 1 2 3 Le f t 0 Th r u 1 Ri g h t 0 To t a l Ou t In 0 1 1 Peak Hour Begins at 04:30 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 +15 mins.0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 1 0 1 0 0 0 0 0 1 1 2 0 1 0 1 % App. Total 0 100 0 0 0 0 0 50 50 0 100 0 PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .250 .250 .500 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0 3 04:15 PM 0 2 0 2 0 0 0 0 0 1 1 2 0 0 0 0 4 04:30 PM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 5 0 5 0 0 0 0 0 4 1 5 0 0 0 0 10 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 05:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 2 0 2 0 0 0 0 0 1 1 2 0 0 0 0 4 Grand Total 0 7 0 7 0 0 0 0 0 5 2 7 0 0 0 0 14 Apprch %0 100 0 0 0 0 0 71.4 28.6 0 0 0 Total %0 50 0 50 0 0 0 0 0 35.7 14.3 50 0 0 0 0 Citrus Avenue Southbound S Highland Avenue Westbound Citrus Avenue Northbound S Highland Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Total Volume 0 3 0 3 0 0 0 0 0 1 1 2 0 0 0 0 5 % App. Total 0 100 0 0 0 0 0 50 50 0 0 0 PHF .000 .375 .000 .375 .000 .000 .000 .000 .000 .250 .250 .500 .000 .000 .000 .000 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 10_FON_Citrus_High PM Site Code : 99924433 Start Date : 5/7/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: S Highland Avenue Weather: Clear Citrus Avenue S H i g h l a n d A v e n u e S H i g h l a n d A v e n u e Citrus Avenue Right 0 Thru 3 Left 0 InOut Total 1 3 4 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 1 0 1 Left 0 Thru 1 Right 1 Out TotalIn 3 2 5 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 04:30 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 Total Volume 0 3 0 3 0 0 0 0 0 1 1 2 0 0 0 0 % App. Total 0 100 0 0 0 0 0 50 50 0 0 0 PHF .000 .375 .000 .375 .000 .000 .000 .000 .000 .250 .250 .500 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/7/2024 N/S: Day:Tuesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue S Highland Avenue Citrus Avenue S Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 2 3 0 0 0 0 0 0 0 2 3 5 North Leg East Leg South Leg West Leg Citrus Avenue S Highland Avenue Citrus Avenue S Highland Avenue Pedestrians Pedestrians Pedestrians Pedestrians 0 1 4 3 8 0 0 0 1 1 0 0 1 0 1 0 0 0 0 0 0 0 2 0 2 0 0 1 0 1 1 0 1 1 3 0 0 1 0 1 1 1 10 5 17 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM Fontana Citrus Avenue S Highland Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/7/2024 N/S: Day: Tuesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 1 5 S Highland Avenue TOTAL VOLUMES: Citrus Avenue S Highland Avenue Citrus Avenue S Highland Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue S Highland Avenue Citrus Avenue Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound S Highland Avenue Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 144 7 155 7 7 5 19 6 118 4 128 12 9 5 26 328 07:15 AM 7 174 17 198 11 12 13 36 5 169 9 183 17 13 12 42 459 07:30 AM 16 195 18 229 9 46 19 74 9 147 27 183 23 36 9 68 554 07:45 AM 14 202 28 244 16 43 24 83 8 189 27 224 17 27 9 53 604 Total 41 715 70 826 43 108 61 212 28 623 67 718 69 85 35 189 1945 08:00 AM 15 193 32 240 12 39 20 71 15 181 36 232 21 17 6 44 587 08:15 AM 10 174 29 213 20 4 22 46 9 164 41 214 24 24 7 55 528 08:30 AM 9 171 14 194 14 11 14 39 8 118 18 144 14 6 12 32 409 08:45 AM 10 156 11 177 4 6 7 17 2 153 13 168 13 8 5 26 388 Total 44 694 86 824 50 60 63 173 34 616 108 758 72 55 30 157 1912 Grand Total 85 1409 156 1650 93 168 124 385 62 1239 175 1476 141 140 65 346 3857 Apprch %5.2 85.4 9.5 24.2 43.6 32.2 4.2 83.9 11.9 40.8 40.5 18.8 Total %2.2 36.5 4 42.8 2.4 4.4 3.2 10 1.6 32.1 4.5 38.3 3.7 3.6 1.7 9 Passenger Vehicles 81 1336 150 1567 85 165 119 369 54 1166 163 1383 135 139 60 334 3653 % Passenger Vehicles 95.3 94.8 96.2 95 91.4 98.2 96 95.8 87.1 94.1 93.1 93.7 95.7 99.3 92.3 96.5 94.7 Large 2 Axle Vehicles 4 41 6 51 8 2 4 14 7 43 10 60 4 1 4 9 134 % Large 2 Axle Vehicles 4.7 2.9 3.8 3.1 8.6 1.2 3.2 3.6 11.3 3.5 5.7 4.1 2.8 0.7 6.2 2.6 3.5 3 Axle Vehicles 0 13 0 13 0 1 0 1 1 14 2 17 2 0 1 3 34 % 3 Axle Vehicles 0 0.9 0 0.8 0 0.6 0 0.3 1.6 1.1 1.1 1.2 1.4 0 1.5 0.9 0.9 4+ Axle Trucks 0 19 0 19 0 0 1 1 0 16 0 16 0 0 0 0 36 % 4+ Axle Trucks 0 1.3 0 1.2 0 0 0.8 0.3 0 1.3 0 1.1 0 0 0 0 0.9 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 16 195 18 229 9 46 19 74 9 147 27 183 23 36 9 68 554 07:45 AM 14 202 28 244 16 43 24 83 8 189 27 224 17 27 9 53 604 08:00 AM 15 193 32 240 12 39 20 71 15 181 36 232 21 17 6 44 587 08:15 AM 10 174 29 213 20 4 22 46 9 164 41 214 24 24 7 55 528 Total Volume 55 764 107 926 57 132 85 274 41 681 131 853 85 104 31 220 2273 % App. Total 5.9 82.5 11.6 20.8 48.2 31 4.8 79.8 15.4 38.6 47.3 14.1 PHF .859 .946 .836 .949 .713 .717 .885 .825 .683 .901 .799 .919 .885 .722 .861 .809 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 107 Thru 764 Left 55 InOut Total 851 926 1777 Ri g h t 85 Th r u 13 2 Le f t 57 Ou t To t a l In 29 0 27 4 56 4 Left 41 Thru 681 Right 131 Out TotalIn 852 853 1705 Le f t 85 Th r u 10 4 Ri g h t 31 To t a l Ou t In 28 0 22 0 50 0 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.16 195 18 229 9 46 19 74 9 147 27 183 23 36 9 68 +15 mins.14 202 28 244 16 43 24 83 8 189 27 224 17 27 9 53 +30 mins.15 193 32 240 12 39 20 71 15 181 36 232 21 17 6 44 +45 mins.10 174 29 213 20 4 22 46 9 164 41 214 24 24 7 55 Total Volume 55 764 107 926 57 132 85 274 41 681 131 853 85 104 31 220 % App. Total 5.9 82.5 11.6 20.8 48.2 31 4.8 79.8 15.4 38.6 47.3 14.1 PHF .859 .946 .836 .949 .713 .717 .885 .825 .683 .901 .799 .919 .885 .722 .861 .809 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 131 7 142 3 6 4 13 5 108 4 117 12 9 5 26 298 07:15 AM 7 168 16 191 11 10 13 34 5 157 8 170 16 13 12 41 436 07:30 AM 16 188 18 222 8 46 18 72 8 140 25 173 22 36 8 66 533 07:45 AM 13 189 27 229 15 43 24 82 7 181 24 212 17 27 7 51 574 Total 40 676 68 784 37 105 59 201 25 586 61 672 67 85 32 184 1841 08:00 AM 14 183 31 228 11 39 20 70 14 172 34 220 21 17 6 44 562 08:15 AM 10 162 28 200 19 4 22 45 9 156 39 204 22 24 6 52 501 08:30 AM 9 167 13 189 14 11 12 37 4 110 17 131 13 5 11 29 386 08:45 AM 8 148 10 166 4 6 6 16 2 142 12 156 12 8 5 25 363 Total 41 660 82 783 48 60 60 168 29 580 102 711 68 54 28 150 1812 Grand Total 81 1336 150 1567 85 165 119 369 54 1166 163 1383 135 139 60 334 3653 Apprch %5.2 85.3 9.6 23 44.7 32.2 3.9 84.3 11.8 40.4 41.6 18 Total %2.2 36.6 4.1 42.9 2.3 4.5 3.3 10.1 1.5 31.9 4.5 37.9 3.7 3.8 1.6 9.1 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 16 188 18 222 8 46 18 72 8 140 25 173 22 36 8 66 533 07:45 AM 13 189 27 229 15 43 24 82 7 181 24 212 17 27 7 51 574 08:00 AM 14 183 31 228 11 39 20 70 14 172 34 220 21 17 6 44 562 08:15 AM 10 162 28 200 19 4 22 45 9 156 39 204 22 24 6 52 501 Total Volume 53 722 104 879 53 132 84 269 38 649 122 809 82 104 27 213 2170 % App. Total 6 82.1 11.8 19.7 49.1 31.2 4.7 80.2 15.1 38.5 48.8 12.7 PHF .828 .955 .839 .960 .697 .717 .875 .820 .679 .896 .782 .919 .932 .722 .844 .807 .945 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 104 Thru 722 Left 53 InOut Total 815 879 1694 Ri g h t 84 Th r u 13 2 Le f t 53 Ou t To t a l In 27 9 26 9 54 8 Left 38 Thru 649 Right 122 Out TotalIn 802 809 1611 Le f t 82 Th r u 10 4 Ri g h t 27 To t a l Ou t In 27 4 21 3 48 7 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.16 188 18 222 8 46 18 72 8 140 25 173 22 36 8 66 +15 mins.13 189 27 229 15 43 24 82 7 181 24 212 17 27 7 51 +30 mins.14 183 31 228 11 39 20 70 14 172 34 220 21 17 6 44 +45 mins.10 162 28 200 19 4 22 45 9 156 39 204 22 24 6 52 Total Volume 53 722 104 879 53 132 84 269 38 649 122 809 82 104 27 213 % App. Total 6 82.1 11.8 19.7 49.1 31.2 4.7 80.2 15.1 38.5 48.8 12.7 PHF .828 .955 .839 .960 .697 .717 .875 .820 .679 .896 .782 .919 .932 .722 .844 .807 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 7 0 7 4 1 0 5 0 2 0 2 0 0 0 0 14 07:15 AM 0 3 1 4 0 1 0 1 0 8 0 8 1 0 0 1 14 07:30 AM 0 4 0 4 1 0 1 2 1 5 2 8 1 0 0 1 15 07:45 AM 1 8 1 10 1 0 0 1 1 7 2 10 0 0 2 2 23 Total 1 22 2 25 6 2 1 9 2 22 4 28 2 0 2 4 66 08:00 AM 1 6 1 8 1 0 0 1 1 7 2 10 0 0 0 0 19 08:15 AM 0 5 1 6 1 0 0 1 0 4 2 6 1 0 1 2 15 08:30 AM 0 2 1 3 0 0 2 2 4 5 1 10 0 1 1 2 17 08:45 AM 2 6 1 9 0 0 1 1 0 5 1 6 1 0 0 1 17 Total 3 19 4 26 2 0 3 5 5 21 6 32 2 1 2 5 68 Grand Total 4 41 6 51 8 2 4 14 7 43 10 60 4 1 4 9 134 Apprch %7.8 80.4 11.8 57.1 14.3 28.6 11.7 71.7 16.7 44.4 11.1 44.4 Total %3 30.6 4.5 38.1 6 1.5 3 10.4 5.2 32.1 7.5 44.8 3 0.7 3 6.7 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 4 0 4 1 0 1 2 1 5 2 8 1 0 0 1 15 07:45 AM 1 8 1 10 1 0 0 1 1 7 2 10 0 0 2 2 23 08:00 AM 1 6 1 8 1 0 0 1 1 7 2 10 0 0 0 0 19 08:15 AM 0 5 1 6 1 0 0 1 0 4 2 6 1 0 1 2 15 Total Volume 2 23 3 28 4 0 1 5 3 23 8 34 2 0 3 5 72 % App. Total 7.1 82.1 10.7 80 0 20 8.8 67.6 23.5 40 0 60 PHF .500 .719 .750 .700 1.00 .000 .250 .625 .750 .821 1.00 .850 .500 .000 .375 .625 .783 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 3 Thru 23 Left 2 InOut Total 26 28 54 Ri g h t 1 Th r u 0 Le f t 4 Ou t To t a l In 10 5 15 Left 3 Thru 23 Right 8 Out TotalIn 30 34 64 Le f t 2 Th r u 0 Ri g h t 3 To t a l Ou t In 6 5 11 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 4 0 4 1 0 1 2 1 5 2 8 1 0 0 1 +15 mins.1 8 1 10 1 0 0 1 1 7 2 10 0 0 2 2 +30 mins.1 6 1 8 1 0 0 1 1 7 2 10 0 0 0 0 +45 mins.0 5 1 6 1 0 0 1 0 4 2 6 1 0 1 2 Total Volume 2 23 3 28 4 0 1 5 3 23 8 34 2 0 3 5 % App. Total 7.1 82.1 10.7 80 0 20 8.8 67.6 23.5 40 0 60 PHF .500 .719 .750 .700 1.000 .000 .250 .625 .750 .821 1.000 .850 .500 .000 .375 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 2 0 2 0 0 0 0 1 3 0 4 0 0 0 0 6 07:15 AM 0 3 0 3 0 1 0 1 0 1 1 2 0 0 0 0 6 07:30 AM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 1 1 4 07:45 AM 0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 Total 0 8 0 8 0 1 0 1 1 5 2 8 0 0 1 1 18 08:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:15 AM 0 3 0 3 0 0 0 0 0 3 0 3 1 0 0 1 7 08:30 AM 0 1 0 1 0 0 0 0 0 3 0 3 1 0 0 1 5 08:45 AM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3 Total 0 5 0 5 0 0 0 0 0 9 0 9 2 0 0 2 16 Grand Total 0 13 0 13 0 1 0 1 1 14 2 17 2 0 1 3 34 Apprch %0 100 0 0 100 0 5.9 82.4 11.8 66.7 0 33.3 Total %0 38.2 0 38.2 0 2.9 0 2.9 2.9 41.2 5.9 50 5.9 0 2.9 8.8 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 1 1 4 07:45 AM 0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 2 08:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:15 AM 0 3 0 3 0 0 0 0 0 3 0 3 1 0 0 1 7 Total Volume 0 7 0 7 0 0 0 0 0 4 1 5 1 0 1 2 14 % App. Total 0 100 0 0 0 0 0 80 20 50 0 50 PHF .000 .583 .000 .583 .000 .000 .000 .000 .000 .333 .250 .417 .250 .000 .250 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 0 Thru 7 Left 0 InOut Total 5 7 12 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 1 0 1 Left 0 Thru 4 Right 1 Out TotalIn 8 5 13 Le f t 1 Th r u 0 Ri g h t 1 To t a l Ou t In 0 2 2 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 2 0 2 0 0 0 0 0 1 0 1 0 0 1 1 +15 mins.0 1 0 1 0 0 0 0 0 0 1 1 0 0 0 0 +30 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 3 0 3 0 0 0 0 0 3 0 3 1 0 0 1 Total Volume 0 7 0 7 0 0 0 0 0 4 1 5 1 0 1 2 % App. Total 0 100 0 0 0 0 0 80 20 50 0 50 PHF .000 .583 .000 .583 .000 .000 .000 .000 .000 .333 .250 .417 .250 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 4 0 4 0 0 1 1 0 5 0 5 0 0 0 0 10 07:15 AM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3 07:30 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 07:45 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 Total 0 9 0 9 0 0 1 1 0 10 0 10 0 0 0 0 20 08:00 AM 0 3 0 3 0 0 0 0 0 2 0 2 0 0 0 0 5 08:15 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 08:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:45 AM 0 2 0 2 0 0 0 0 0 3 0 3 0 0 0 0 5 Total 0 10 0 10 0 0 0 0 0 6 0 6 0 0 0 0 16 Grand Total 0 19 0 19 0 0 1 1 0 16 0 16 0 0 0 0 36 Apprch %0 100 0 0 0 100 0 100 0 0 0 0 Total %0 52.8 0 52.8 0 0 2.8 2.8 0 44.4 0 44.4 0 0 0 0 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 07:45 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 08:00 AM 0 3 0 3 0 0 0 0 0 2 0 2 0 0 0 0 5 08:15 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 Total Volume 0 12 0 12 0 0 0 0 0 5 0 5 0 0 0 0 17 % App. Total 0 100 0 0 0 0 0 100 0 0 0 0 PHF .000 .750 .000 .750 .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 .850 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 0 Thru 12 Left 0 InOut Total 5 12 17 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 5 Right 0 Out TotalIn 12 5 17 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 +30 mins.0 3 0 3 0 0 0 0 0 2 0 2 0 0 0 0 +45 mins.0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 Total Volume 0 12 0 12 0 0 0 0 0 5 0 5 0 0 0 0 % App. Total 0 100 0 0 0 0 0 100 0 0 0 0 PHF .000 .750 .000 .750 .000 .000 .000 .000 .000 .625 .000 .625 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 151 15 179 8 23 5 36 7 220 12 239 17 19 6 42 496 04:15 PM 10 168 20 198 4 10 11 25 8 186 11 205 7 10 8 25 453 04:30 PM 9 179 20 208 2 15 10 27 6 194 10 210 11 12 6 29 474 04:45 PM 5 213 23 241 4 12 10 26 10 189 8 207 8 21 6 35 509 Total 37 711 78 826 18 60 36 114 31 789 41 861 43 62 26 131 1932 05:00 PM 12 164 16 192 0 12 4 16 9 205 12 226 10 9 1 20 454 05:15 PM 15 157 14 186 2 14 8 24 13 210 13 236 13 19 7 39 485 05:30 PM 12 196 13 221 0 12 16 28 7 212 17 236 13 22 5 40 525 05:45 PM 19 171 24 214 3 13 8 24 10 220 17 247 14 19 3 36 521 Total 58 688 67 813 5 51 36 92 39 847 59 945 50 69 16 135 1985 Grand Total 95 1399 145 1639 23 111 72 206 70 1636 100 1806 93 131 42 266 3917 Apprch %5.8 85.4 8.8 11.2 53.9 35 3.9 90.6 5.5 35 49.2 15.8 Total %2.4 35.7 3.7 41.8 0.6 2.8 1.8 5.3 1.8 41.8 2.6 46.1 2.4 3.3 1.1 6.8 Passenger Vehicles 94 1366 144 1604 19 110 70 199 70 1595 96 1761 92 131 41 264 3828 % Passenger Vehicles 98.9 97.6 99.3 97.9 82.6 99.1 97.2 96.6 100 97.5 96 97.5 98.9 100 97.6 99.2 97.7 Large 2 Axle Vehicles 1 21 1 23 4 1 2 7 0 25 4 29 1 0 1 2 61 % Large 2 Axle Vehicles 1.1 1.5 0.7 1.4 17.4 0.9 2.8 3.4 0 1.5 4 1.6 1.1 0 2.4 0.8 1.6 3 Axle Vehicles 0 6 0 6 0 0 0 0 0 3 0 3 0 0 0 0 9 % 3 Axle Vehicles 0 0.4 0 0.4 0 0 0 0 0 0.2 0 0.2 0 0 0 0 0.2 4+ Axle Trucks 0 6 0 6 0 0 0 0 0 13 0 13 0 0 0 0 19 % 4+ Axle Trucks 0 0.4 0 0.4 0 0 0 0 0 0.8 0 0.7 0 0 0 0 0.5 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 12 164 16 192 0 12 4 16 9 205 12 226 10 9 1 20 454 05:15 PM 15 157 14 186 2 14 8 24 13 210 13 236 13 19 7 39 485 05:30 PM 12 196 13 221 0 12 16 28 7 212 17 236 13 22 5 40 525 05:45 PM 19 171 24 214 3 13 8 24 10 220 17 247 14 19 3 36 521 Total Volume 58 688 67 813 5 51 36 92 39 847 59 945 50 69 16 135 1985 % App. Total 7.1 84.6 8.2 5.4 55.4 39.1 4.1 89.6 6.2 37 51.1 11.9 PHF .763 .878 .698 .920 .417 .911 .563 .821 .750 .963 .868 .956 .893 .784 .571 .844 .945 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 67 Thru 688 Left 58 InOut Total 933 813 1746 Ri g h t 36 Th r u 51 Le f t 5 Ou t To t a l In 18 6 92 27 8 Left 39 Thru 847 Right 59 Out TotalIn 709 945 1654 Le f t 50 Th r u 69 Ri g h t 16 To t a l Ou t In 15 7 13 5 29 2 Peak Hour Begins at 05:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 05:00 PM 05:00 PM +0 mins.5 213 23 241 8 23 5 36 9 205 12 226 10 9 1 20 +15 mins.12 164 16 192 4 10 11 25 13 210 13 236 13 19 7 39 +30 mins.15 157 14 186 2 15 10 27 7 212 17 236 13 22 5 40 +45 mins.12 196 13 221 4 12 10 26 10 220 17 247 14 19 3 36 Total Volume 44 730 66 840 18 60 36 114 39 847 59 945 50 69 16 135 % App. Total 5.2 86.9 7.9 15.8 52.6 31.6 4.1 89.6 6.2 37 51.1 11.9 PHF .733 .857 .717 .871 .563 .652 .818 .792 .750 .963 .868 .956 .893 .784 .571 .844 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 147 15 175 7 23 5 35 7 212 11 230 16 19 5 40 480 04:15 PM 9 166 20 195 3 10 11 24 8 180 11 199 7 10 8 25 443 04:30 PM 9 176 19 204 2 15 10 27 6 186 10 202 11 12 6 29 462 04:45 PM 5 204 23 232 4 12 9 25 10 186 7 203 8 21 6 35 495 Total 36 693 77 806 16 60 35 111 31 764 39 834 42 62 25 129 1880 05:00 PM 12 160 16 188 0 12 4 16 9 201 11 221 10 9 1 20 445 05:15 PM 15 156 14 185 0 14 8 22 13 205 12 230 13 19 7 39 476 05:30 PM 12 193 13 218 0 12 15 27 7 208 17 232 13 22 5 40 517 05:45 PM 19 164 24 207 3 12 8 23 10 217 17 244 14 19 3 36 510 Total 58 673 67 798 3 50 35 88 39 831 57 927 50 69 16 135 1948 Grand Total 94 1366 144 1604 19 110 70 199 70 1595 96 1761 92 131 41 264 3828 Apprch %5.9 85.2 9 9.5 55.3 35.2 4 90.6 5.5 34.8 49.6 15.5 Total %2.5 35.7 3.8 41.9 0.5 2.9 1.8 5.2 1.8 41.7 2.5 46 2.4 3.4 1.1 6.9 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 12 160 16 188 0 12 4 16 9 201 11 221 10 9 1 20 445 05:15 PM 15 156 14 185 0 14 8 22 13 205 12 230 13 19 7 39 476 05:30 PM 12 193 13 218 0 12 15 27 7 208 17 232 13 22 5 40 517 05:45 PM 19 164 24 207 3 12 8 23 10 217 17 244 14 19 3 36 510 Total Volume 58 673 67 798 3 50 35 88 39 831 57 927 50 69 16 135 1948 % App. Total 7.3 84.3 8.4 3.4 56.8 39.8 4.2 89.6 6.1 37 51.1 11.9 PHF .763 .872 .698 .915 .250 .893 .583 .815 .750 .957 .838 .950 .893 .784 .571 .844 .942 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 67 Thru 673 Left 58 InOut Total 916 798 1714 Ri g h t 35 Th r u 50 Le f t 3 Ou t To t a l In 18 4 88 27 2 Left 39 Thru 831 Right 57 Out TotalIn 692 927 1619 Le f t 50 Th r u 69 Ri g h t 16 To t a l Ou t In 15 6 13 5 29 1 Peak Hour Begins at 05:00 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.12 160 16 188 0 12 4 16 9 201 11 221 10 9 1 20 +15 mins.15 156 14 185 0 14 8 22 13 205 12 230 13 19 7 39 +30 mins.12 193 13 218 0 12 15 27 7 208 17 232 13 22 5 40 +45 mins.19 164 24 207 3 12 8 23 10 217 17 244 14 19 3 36 Total Volume 58 673 67 798 3 50 35 88 39 831 57 927 50 69 16 135 % App. Total 7.3 84.3 8.4 3.4 56.8 39.8 4.2 89.6 6.1 37 51.1 11.9 PHF .763 .872 .698 .915 .250 .893 .583 .815 .750 .957 .838 .950 .893 .784 .571 .844 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 1 0 0 1 0 3 1 4 1 0 1 2 8 04:15 PM 1 2 0 3 1 0 0 1 0 2 0 2 0 0 0 0 6 04:30 PM 0 1 1 2 0 0 0 0 0 4 0 4 0 0 0 0 6 04:45 PM 0 4 0 4 0 0 1 1 0 2 1 3 0 0 0 0 8 Total 1 8 1 10 2 0 1 3 0 11 2 13 1 0 1 2 28 05:00 PM 0 3 0 3 0 0 0 0 0 4 1 5 0 0 0 0 8 05:15 PM 0 1 0 1 2 0 0 2 0 5 1 6 0 0 0 0 9 05:30 PM 0 3 0 3 0 0 1 1 0 3 0 3 0 0 0 0 7 05:45 PM 0 6 0 6 0 1 0 1 0 2 0 2 0 0 0 0 9 Total 0 13 0 13 2 1 1 4 0 14 2 16 0 0 0 0 33 Grand Total 1 21 1 23 4 1 2 7 0 25 4 29 1 0 1 2 61 Apprch %4.3 91.3 4.3 57.1 14.3 28.6 0 86.2 13.8 50 0 50 Total %1.6 34.4 1.6 37.7 6.6 1.6 3.3 11.5 0 41 6.6 47.5 1.6 0 1.6 3.3 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 3 0 3 0 0 0 0 0 4 1 5 0 0 0 0 8 05:15 PM 0 1 0 1 2 0 0 2 0 5 1 6 0 0 0 0 9 05:30 PM 0 3 0 3 0 0 1 1 0 3 0 3 0 0 0 0 7 05:45 PM 0 6 0 6 0 1 0 1 0 2 0 2 0 0 0 0 9 Total Volume 0 13 0 13 2 1 1 4 0 14 2 16 0 0 0 0 33 % App. Total 0 100 0 50 25 25 0 87.5 12.5 0 0 0 PHF .000 .542 .000 .542 .250 .250 .250 .500 .000 .700 .500 .667 .000 .000 .000 .000 .917 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 0 Thru 13 Left 0 InOut Total 15 13 28 Ri g h t 1 Th r u 1 Le f t 2 Ou t To t a l In 2 4 6 Left 0 Thru 14 Right 2 Out TotalIn 15 16 31 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 05:00 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 3 0 3 0 0 0 0 0 4 1 5 0 0 0 0 +15 mins.0 1 0 1 2 0 0 2 0 5 1 6 0 0 0 0 +30 mins.0 3 0 3 0 0 1 1 0 3 0 3 0 0 0 0 +45 mins.0 6 0 6 0 1 0 1 0 2 0 2 0 0 0 0 Total Volume 0 13 0 13 2 1 1 4 0 14 2 16 0 0 0 0 % App. Total 0 100 0 50 25 25 0 87.5 12.5 0 0 0 PHF .000 .542 .000 .542 .250 .250 .250 .500 .000 .700 .500 .667 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 04:15 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 4 0 4 0 0 0 0 0 3 0 3 0 0 0 0 7 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Grand Total 0 6 0 6 0 0 0 0 0 3 0 3 0 0 0 0 9 Apprch %0 100 0 0 0 0 0 100 0 0 0 0 Total %0 66.7 0 66.7 0 0 0 0 0 33.3 0 33.3 0 0 0 0 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 0 Thru 2 Left 0 InOut Total 0 2 2 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 2 0 2 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 05:00 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 100 0 0 0 0 0 0 0 0 0 0 PHF .000 .500 .000 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0 5 04:15 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 04:30 PM 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0 5 04:45 PM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 0 0 5 Total 0 6 0 6 0 0 0 0 0 11 0 11 0 0 0 0 17 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 Grand Total 0 6 0 6 0 0 0 0 0 13 0 13 0 0 0 0 19 Apprch %0 100 0 0 0 0 0 100 0 0 0 0 Total %0 31.6 0 31.6 0 0 0 0 0 68.4 0 68.4 0 0 0 0 Citrus Avenue Southbound Walnut Street Westbound Citrus Avenue Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2 % App. Total 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 11_FON_Citrus_Walnut PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Walnut Street Weather: Clear Citrus Avenue W a l n u t S t r e e t W a l n u t S t r e e t Citrus Avenue Right 0 Thru 0 Left 0 InOut Total 2 0 2 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 2 Right 0 Out TotalIn 0 2 2 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 05:00 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 % App. Total 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/15/2024 N/S: Day:Wednesday E/W: North Leg East Leg South Leg West Leg Citrus Avenue Walnut Street Citrus Avenue Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 2 1 2 3 8 0 1 2 0 3 1 0 0 0 1 0 0 1 0 1 1 0 3 2 6 0 0 1 0 1 0 3 1 0 4 0 0 0 0 0 4 5 10 5 24 North Leg East Leg South Leg West Leg Citrus Avenue Walnut Street Citrus Avenue Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 0 1 0 0 1 0 1 2 1 4 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 1 0 0 3 0 0 1 2 3 2 0 0 0 2 5 3 3 3 14 Fontana Citrus Avenue Walnut Street PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/15/2024 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 3 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 3 0 4 0 9 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 1 Walnut Street Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Citrus Avenue Walnut Street Citrus Avenue Walnut Street TOTAL VOLUMES: Citrus Avenue Walnut Street Citrus Avenue Walnut Street Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 7 0 3 10 0 22 2 24 2 0 6 8 1 14 2 17 59 07:15 AM 5 0 8 13 5 24 1 30 5 0 11 16 0 11 3 14 73 07:30 AM 2 1 4 7 10 31 0 41 6 0 18 24 0 12 0 12 84 07:45 AM 2 0 8 10 28 30 2 60 13 1 41 55 2 12 4 18 143 Total 16 1 23 40 43 107 5 155 26 1 76 103 3 49 9 61 359 08:00 AM 3 0 1 4 13 21 2 36 15 0 57 72 3 18 3 24 136 08:15 AM 5 0 1 6 2 17 2 21 5 0 40 45 2 17 2 21 93 08:30 AM 1 0 4 5 4 10 1 15 1 0 6 7 0 11 2 13 40 08:45 AM 1 0 2 3 1 13 0 14 0 0 1 1 0 9 3 12 30 Total 10 0 8 18 20 61 5 86 21 0 104 125 5 55 10 70 299 Grand Total 26 1 31 58 63 168 10 241 47 1 180 228 8 104 19 131 658 Apprch %44.8 1.7 53.4 26.1 69.7 4.1 20.6 0.4 78.9 6.1 79.4 14.5 Total %4 0.2 4.7 8.8 9.6 25.5 1.5 36.6 7.1 0.2 27.4 34.7 1.2 15.8 2.9 19.9 Passenger Vehicles 26 1 31 58 62 159 10 231 46 1 179 226 8 103 19 130 645 % Passenger Vehicles 100 100 100 100 98.4 94.6 100 95.9 97.9 100 99.4 99.1 100 99 100 99.2 98 Large 2 Axle Vehicles 0 0 0 0 0 4 0 4 0 0 1 1 0 0 0 0 5 % Large 2 Axle Vehicles 0 0 0 0 0 2.4 0 1.7 0 0 0.6 0.4 0 0 0 0 0.8 3 Axle Vehicles 0 0 0 0 1 5 0 6 1 0 0 1 0 1 0 1 8 % 3 Axle Vehicles 0 0 0 0 1.6 3 0 2.5 2.1 0 0 0.4 0 1 0 0.8 1.2 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 1 4 7 10 31 0 41 6 0 18 24 0 12 0 12 84 07:45 AM 2 0 8 10 28 30 2 60 13 1 41 55 2 12 4 18 143 08:00 AM 3 0 1 4 13 21 2 36 15 0 57 72 3 18 3 24 136 08:15 AM 5 0 1 6 2 17 2 21 5 0 40 45 2 17 2 21 93 Total Volume 12 1 14 27 53 99 6 158 39 1 156 196 7 59 9 75 456 % App. Total 44.4 3.7 51.9 33.5 62.7 3.8 19.9 0.5 79.6 9.3 78.7 12 PHF .600 .250 .438 .675 .473 .798 .750 .658 .650 .250 .684 .681 .583 .819 .563 .781 .797 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 14 Thru 1 Left 12 InOut Total 14 27 41 Ri g h t 6 Th r u 99 Le f t 53 Ou t To t a l In 22 7 15 8 38 5 Left 39 Thru 1 Right 156 Out TotalIn 63 196 259 Le f t 7 Th r u 59 Ri g h t 9 To t a l Ou t In 15 2 75 22 7 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:15 AM 07:30 AM 07:45 AM +0 mins.7 0 3 10 5 24 1 30 6 0 18 24 2 12 4 18 +15 mins.5 0 8 13 10 31 0 41 13 1 41 55 3 18 3 24 +30 mins.2 1 4 7 28 30 2 60 15 0 57 72 2 17 2 21 +45 mins.2 0 8 10 13 21 2 36 5 0 40 45 0 11 2 13 Total Volume 16 1 23 40 56 106 5 167 39 1 156 196 7 58 11 76 % App. Total 40 2.5 57.5 33.5 63.5 3 19.9 0.5 79.6 9.2 76.3 14.5 PHF .571 .250 .719 .769 .500 .855 .625 .696 .650 .250 .684 .681 .583 .806 .688 .792 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 7 0 3 10 0 22 2 24 2 0 6 8 1 14 2 17 59 07:15 AM 5 0 8 13 5 22 1 28 5 0 11 16 0 11 3 14 71 07:30 AM 2 1 4 7 10 30 0 40 6 0 18 24 0 12 0 12 83 07:45 AM 2 0 8 10 27 28 2 57 13 1 41 55 2 12 4 18 140 Total 16 1 23 40 42 102 5 149 26 1 76 103 3 49 9 61 353 08:00 AM 3 0 1 4 13 19 2 34 15 0 57 72 3 18 3 24 134 08:15 AM 5 0 1 6 2 16 2 20 4 0 39 43 2 16 2 20 89 08:30 AM 1 0 4 5 4 9 1 14 1 0 6 7 0 11 2 13 39 08:45 AM 1 0 2 3 1 13 0 14 0 0 1 1 0 9 3 12 30 Total 10 0 8 18 20 57 5 82 20 0 103 123 5 54 10 69 292 Grand Total 26 1 31 58 62 159 10 231 46 1 179 226 8 103 19 130 645 Apprch %44.8 1.7 53.4 26.8 68.8 4.3 20.4 0.4 79.2 6.2 79.2 14.6 Total %4 0.2 4.8 9 9.6 24.7 1.6 35.8 7.1 0.2 27.8 35 1.2 16 2.9 20.2 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 1 4 7 10 30 0 40 6 0 18 24 0 12 0 12 83 07:45 AM 2 0 8 10 27 28 2 57 13 1 41 55 2 12 4 18 140 08:00 AM 3 0 1 4 13 19 2 34 15 0 57 72 3 18 3 24 134 08:15 AM 5 0 1 6 2 16 2 20 4 0 39 43 2 16 2 20 89 Total Volume 12 1 14 27 52 93 6 151 38 1 155 194 7 58 9 74 446 % App. Total 44.4 3.7 51.9 34.4 61.6 4 19.6 0.5 79.9 9.5 78.4 12.2 PHF .600 .250 .438 .675 .481 .775 .750 .662 .633 .250 .680 .674 .583 .806 .563 .771 .796 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 14 Thru 1 Left 12 InOut Total 14 27 41 Ri g h t 6 Th r u 93 Le f t 52 Ou t To t a l In 22 5 15 1 37 6 Left 38 Thru 1 Right 155 Out TotalIn 62 194 256 Le f t 7 Th r u 58 Ri g h t 9 To t a l Ou t In 14 5 74 21 9 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.2 1 4 7 10 30 0 40 6 0 18 24 0 12 0 12 +15 mins.2 0 8 10 27 28 2 57 13 1 41 55 2 12 4 18 +30 mins.3 0 1 4 13 19 2 34 15 0 57 72 3 18 3 24 +45 mins.5 0 1 6 2 16 2 20 4 0 39 43 2 16 2 20 Total Volume 12 1 14 27 52 93 6 151 38 1 155 194 7 58 9 74 % App. Total 44.4 3.7 51.9 34.4 61.6 4 19.6 0.5 79.9 9.5 78.4 12.2 PHF .600 .250 .438 .675 .481 .775 .750 .662 .633 .250 .680 .674 .583 .806 .563 .771 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 Grand Total 0 0 0 0 0 4 0 4 0 0 1 1 0 0 0 0 5 Apprch %0 0 0 0 100 0 0 0 100 0 0 0 Total %0 0 0 0 0 80 0 80 0 0 20 20 0 0 0 0 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 Total Volume 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 % App. Total 0 0 0 0 100 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .250 .250 .000 .000 .000 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 2 Le f t 0 Ou t To t a l In 1 2 3 Left 0 Thru 0 Right 1 Out TotalIn 0 1 1 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 2 0 2 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 Total Volume 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 % App. Total 0 0 0 0 100 0 0 0 100 0 0 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .250 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:45 AM 0 0 0 0 1 2 0 3 0 0 0 0 0 0 0 0 3 Total 0 0 0 0 1 3 0 4 0 0 0 0 0 0 0 0 4 08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 08:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 2 0 2 1 0 0 1 0 1 0 1 4 Grand Total 0 0 0 0 1 5 0 6 1 0 0 1 0 1 0 1 8 Apprch %0 0 0 16.7 83.3 0 100 0 0 0 100 0 Total %0 0 0 0 12.5 62.5 0 75 12.5 0 0 12.5 0 12.5 0 12.5 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 07:45 AM 0 0 0 0 1 2 0 3 0 0 0 0 0 0 0 0 3 08:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 08:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 Total Volume 0 0 0 0 1 4 0 5 1 0 0 1 0 1 0 1 7 % App. Total 0 0 0 20 80 0 100 0 0 0 100 0 PHF .000 .000 .000 .000 .250 .500 .000 .417 .250 .000 .000 .250 .000 .250 .000 .250 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 4 Le f t 1 Ou t To t a l In 1 5 6 Left 1 Thru 0 Right 0 Out TotalIn 1 1 2 Le f t 0 Th r u 1 Ri g h t 0 To t a l Ou t In 5 1 6 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 1 2 0 3 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 Total Volume 0 0 0 0 1 4 0 5 1 0 0 1 0 1 0 1 % App. Total 0 0 0 20 80 0 100 0 0 0 100 0 PHF .000 .000 .000 .000 .250 .500 .000 .417 .250 .000 .000 .250 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal AM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 0 0 2 5 20 2 27 1 0 2 3 5 23 5 33 65 04:15 PM 2 0 3 5 6 19 2 27 1 0 8 9 1 31 3 35 76 04:30 PM 1 1 3 5 4 17 2 23 0 0 4 4 3 16 3 22 54 04:45 PM 1 0 3 4 5 16 7 28 0 0 5 5 3 28 4 35 72 Total 6 1 9 16 20 72 13 105 2 0 19 21 12 98 15 125 267 05:00 PM 1 0 3 4 4 24 3 31 3 0 3 6 6 49 6 61 102 05:15 PM 2 0 4 6 8 31 9 48 1 0 6 7 4 24 3 31 92 05:30 PM 1 0 10 11 3 17 3 23 4 1 2 7 8 31 2 41 82 05:45 PM 2 0 3 5 8 9 2 19 1 0 11 12 4 31 3 38 74 Total 6 0 20 26 23 81 17 121 9 1 22 32 22 135 14 171 350 Grand Total 12 1 29 42 43 153 30 226 11 1 41 53 34 233 29 296 617 Apprch %28.6 2.4 69 19 67.7 13.3 20.8 1.9 77.4 11.5 78.7 9.8 Total %1.9 0.2 4.7 6.8 7 24.8 4.9 36.6 1.8 0.2 6.6 8.6 5.5 37.8 4.7 48 Passenger Vehicles 12 1 28 41 43 152 28 223 10 1 41 52 34 231 29 294 610 % Passenger Vehicles 100 100 96.6 97.6 100 99.3 93.3 98.7 90.9 100 100 98.1 100 99.1 100 99.3 98.9 Large 2 Axle Vehicles 0 0 0 0 0 1 1 2 0 0 0 0 0 2 0 2 4 % Large 2 Axle Vehicles 0 0 0 0 0 0.7 3.3 0.9 0 0 0 0 0 0.9 0 0.7 0.6 3 Axle Vehicles 0 0 1 1 0 0 1 1 1 0 0 1 0 0 0 0 3 % 3 Axle Vehicles 0 0 3.4 2.4 0 0 3.3 0.4 9.1 0 0 1.9 0 0 0 0 0.5 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 0 3 4 4 24 3 31 3 0 3 6 6 49 6 61 102 05:15 PM 2 0 4 6 8 31 9 48 1 0 6 7 4 24 3 31 92 05:30 PM 1 0 10 11 3 17 3 23 4 1 2 7 8 31 2 41 82 05:45 PM 2 0 3 5 8 9 2 19 1 0 11 12 4 31 3 38 74 Total Volume 6 0 20 26 23 81 17 121 9 1 22 32 22 135 14 171 350 % App. Total 23.1 0 76.9 19 66.9 14 28.1 3.1 68.8 12.9 78.9 8.2 PHF .750 .000 .500 .591 .719 .653 .472 .630 .563 .250 .500 .667 .688 .689 .583 .701 .858 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 20 Thru 0 Left 6 InOut Total 40 26 66 Ri g h t 17 Th r u 81 Le f t 23 Ou t To t a l In 16 3 12 1 28 4 Left 9 Thru 1 Right 22 Out TotalIn 37 32 69 Le f t 22 Th r u 13 5 Ri g h t 14 To t a l Ou t In 11 0 17 1 28 1 Peak Hour Begins at 05:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:30 PM 05:00 PM 05:00 PM +0 mins.1 0 3 4 4 17 2 23 3 0 3 6 6 49 6 61 +15 mins.2 0 4 6 5 16 7 28 1 0 6 7 4 24 3 31 +30 mins.1 0 10 11 4 24 3 31 4 1 2 7 8 31 2 41 +45 mins.2 0 3 5 8 31 9 48 1 0 11 12 4 31 3 38 Total Volume 6 0 20 26 21 88 21 130 9 1 22 32 22 135 14 171 % App. Total 23.1 0 76.9 16.2 67.7 16.2 28.1 3.1 68.8 12.9 78.9 8.2 PHF .750 .000 .500 .591 .656 .710 .583 .677 .563 .250 .500 .667 .688 .689 .583 .701 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Passenger Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 2 0 0 2 5 20 2 27 1 0 2 3 5 23 5 33 65 04:15 PM 2 0 3 5 6 18 2 26 0 0 8 8 1 31 3 35 74 04:30 PM 1 1 3 5 4 17 2 23 0 0 4 4 3 16 3 22 54 04:45 PM 1 0 3 4 5 16 6 27 0 0 5 5 3 28 4 35 71 Total 6 1 9 16 20 71 12 103 1 0 19 20 12 98 15 125 264 05:00 PM 1 0 3 4 4 24 3 31 3 0 3 6 6 49 6 61 102 05:15 PM 2 0 3 5 8 31 8 47 1 0 6 7 4 24 3 31 90 05:30 PM 1 0 10 11 3 17 3 23 4 1 2 7 8 30 2 40 81 05:45 PM 2 0 3 5 8 9 2 19 1 0 11 12 4 30 3 37 73 Total 6 0 19 25 23 81 16 120 9 1 22 32 22 133 14 169 346 Grand Total 12 1 28 41 43 152 28 223 10 1 41 52 34 231 29 294 610 Apprch %29.3 2.4 68.3 19.3 68.2 12.6 19.2 1.9 78.8 11.6 78.6 9.9 Total %2 0.2 4.6 6.7 7 24.9 4.6 36.6 1.6 0.2 6.7 8.5 5.6 37.9 4.8 48.2 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 0 3 4 4 24 3 31 3 0 3 6 6 49 6 61 102 05:15 PM 2 0 3 5 8 31 8 47 1 0 6 7 4 24 3 31 90 05:30 PM 1 0 10 11 3 17 3 23 4 1 2 7 8 30 2 40 81 05:45 PM 2 0 3 5 8 9 2 19 1 0 11 12 4 30 3 37 73 Total Volume 6 0 19 25 23 81 16 120 9 1 22 32 22 133 14 169 346 % App. Total 24 0 76 19.2 67.5 13.3 28.1 3.1 68.8 13 78.7 8.3 PHF .750 .000 .475 .568 .719 .653 .500 .638 .563 .250 .500 .667 .688 .679 .583 .693 .848 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 19 Thru 0 Left 6 InOut Total 39 25 64 Ri g h t 16 Th r u 81 Le f t 23 Ou t To t a l In 16 1 12 0 28 1 Left 9 Thru 1 Right 22 Out TotalIn 37 32 69 Le f t 22 Th r u 13 3 Ri g h t 14 To t a l Ou t In 10 9 16 9 27 8 Peak Hour Begins at 05:00 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.1 0 3 4 4 24 3 31 3 0 3 6 6 49 6 61 +15 mins.2 0 3 5 8 31 8 47 1 0 6 7 4 24 3 31 +30 mins.1 0 10 11 3 17 3 23 4 1 2 7 8 30 2 40 +45 mins.2 0 3 5 8 9 2 19 1 0 11 12 4 30 3 37 Total Volume 6 0 19 25 23 81 16 120 9 1 22 32 22 133 14 169 % App. Total 24 0 76 19.2 67.5 13.3 28.1 3.1 68.8 13 78.7 8.3 PHF .750 .000 .475 .568 .719 .653 .500 .638 .563 .250 .500 .667 .688 .679 .583 .693 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- Large 2 Axle Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 2 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 Grand Total 0 0 0 0 0 1 1 2 0 0 0 0 0 2 0 2 4 Apprch %0 0 0 0 50 50 0 0 0 0 100 0 Total %0 0 0 0 0 25 25 50 0 0 0 0 0 50 0 50 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 % App. Total 0 0 0 0 0 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 2 0 2 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 2 Ri g h t 0 To t a l Ou t In 0 2 2 Peak Hour Begins at 05:00 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 % App. Total 0 0 0 0 0 0 0 0 0 0 100 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- 3 Axle Vehicles Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 2 Grand Total 0 0 1 1 0 0 1 1 1 0 0 1 0 0 0 0 3 Apprch %0 0 100 0 0 100 100 0 0 0 0 0 Total %0 0 33.3 33.3 0 0 33.3 33.3 33.3 0 0 33.3 0 0 0 0 Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 2 % App. Total 0 0 100 0 0 100 0 0 0 0 0 0 PHF .000 .000 .250 .250 .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 1 Thru 0 Left 0 InOut Total 1 1 2 Ri g h t 1 Th r u 0 Le f t 0 Ou t To t a l In 0 1 1 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 1 0 1 Peak Hour Begins at 05:00 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 1 1 0 0 1 1 0 0 0 0 0 0 0 0 % App. Total 0 0 100 0 0 100 0 0 0 0 0 0 PHF .000 .000 .250 .250 .000 .000 .250 .250 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 1 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Groups Printed- 4+ Axle Trucks Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % Tailwind Lane Southbound Walnut Street Westbound Tailwind Lane Northbound Walnut Street Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : 13_FON_Tail_Wal PM Site Code : 99924433 Start Date : 5/15/2024 Page No : 2 City of Fontana N/S: Tailwind Lane E/W: Walnut Street Weather: Clear Tailwind Lane W a l n u t S t r e e t W a l n u t S t r e e t Tailwind Lane Right 0 Thru 0 Left 0 InOut Total 0 0 0 Ri g h t 0 Th r u 0 Le f t 0 Ou t To t a l In 0 0 0 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Le f t 0 Th r u 0 Ri g h t 0 To t a l Ou t In 0 0 0 Peak Hour Begins at 05:00 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 05:00 PM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Location: Date: 5/15/2024 N/S: Day:Wednesday E/W: North Leg East Leg South Leg West Leg Tailwind Lane Walnut Street Tailwind Lane Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 6 0 1 0 7 1 0 2 0 3 2 2 1 0 5 0 0 0 0 0 1 0 3 0 4 0 0 2 0 2 3 0 1 0 4 0 0 2 0 2 13 2 12 0 27 North Leg East Leg South Leg West Leg Tailwind Lane Walnut Street Tailwind Lane Walnut Street Pedestrians Pedestrians Pedestrians Pedestrians 0 0 2 0 2 0 0 0 0 0 1 0 2 1 4 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 6 1 8 Fontana Tailwind Lane Walnut Street PEDESTRIANS 7:00 AM 7:15 AM 7:30 AM 7:45 AM TOTAL VOLUMES: 8:00 AM 8:15 AM 8:30 AM 8:45 AM 5:15 PM 5:30 PM 5:45 PM TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date: 5/15/2024 N/S: Day: Wednesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 2 0 0 0 0 0 0 0 3 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 0 1 0 0 0 1 0 8 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 3 0 4 Walnut Street Tailwind Lane Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Eastbound TOTAL VOLUMES: 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM Southbound Westbound Northbound 5:30 PM 5:45 PM Tailwind Lane Walnut Street Tailwind Lane Walnut Street TOTAL VOLUMES: Tailwind Lane Walnut Street Tailwind Lane Walnut Street Southbound Westbound Northbound Eastbound Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Walnut Street and Highland Avenue Residential Traffic Impact Analysis July 2025 Appendix C APPENDIX C: VOLUME DEVELOPMENT WORKSHEETS Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume 1 . Beech Ave & Highland Ave NBL 402004 44 221002 24 NBT 54170014555 3643006 370 NBR 700103 73 751002 77 SBL 471002 49 1031002 105 SBT 4112004 415 3871118 395 SBR 1222004 126 700000 70 EBL 1052004 109 682004 72 EBT 1802004 184 3023006 308 EBR 0 0000 0 3 0000 3 WBL 871002 89 851002 87 WBT 1980205 203 1312107 138 WBR 663006 72 571002 59 North Leg Approach 580 5 0 0 10 590 560 2 1 1 10 570 Departure 712 12 0 0 24 736 489 6 0 0 12 501 Total 1,292 17 0 0 34 1,326 1,049 8 1 1 22 1,071 South Leg Approach 651 9 1 0 21 672 461 5 0 0 10 471 Departure 498 3006 504 47521110485 Total 1,149 12 1 0 27 1,176 936 7 1 1 20 956 East Leg Approach 351 4 2 0 13 364 273 4 1 0 11 284 Departure 297 3109 306 48050010490 Total 648 7 3 0 22 670 753 9 1 0 21 774 West Leg Approach 285 4008 293 37350010383 Departure 360 4 2 0 13 373 223 3109 232 Total 645 8 2 0 21 666 596 8 1 0 19 615 Total Approaches Approach 1,867 22 3 0 52 1,919 1,667 16 2 1 41 1,708 Departure 1,867 22 3 0 52 1,919 1,667 16 2 1 41 1,708 Total 3,734 44 6 0 104 3,838 3,334 32 4 2 82 3,416 TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 2 . Beech Ave & Walnut St NBL 200000 20 190000 19 NBT 36671017383 4081105 413 NBR 7 0000 7 371002 39 SBL 180000 18 570000 57 SBT 31731215332 3744008 382 SBR 9 0000 9 191002 21 EBL 361207 43 440000 44 EBT 320000 32 800000 80 EBR 150000 15 230000 23 WBL 242107 31 170000 17 WBT 471002 49 370000 37 WBR 440000 44 411002 43 North Leg Approach 344 3 1 2 15 359 450 5 0 0 10 460 Departure 446 8 3 0 24 470 493 2107 500 Total 790 11 4 2 39 829 943 7 1 0 17 960 South Leg Approach 393 7 1 0 17 410 464 2107 471 Departure 356 5 2 2 22 378 414 4008 422 Total 749 12 3 2 39 788 878 6 1 0 15 893 East Leg Approach 115 3109 124 951002 97 Departure 57 0000 57 1741002 176 Total 172 3109 181 2692004 273 West Leg Approach 83 1207 90 1470000 147 Departure 76 1002 78 751002 77 Total 159 2209 168 2221002 224 Total Approaches Approach 935 14 5 2 48 983 1,156 8 1 0 19 1,175 Departure 935 14 5 2 48 983 1,156 8 1 0 19 1,175 Total 1,870 28 10 4 96 1,966 2,312 16 2 0 38 2,350 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 3 . Tailwind Ln & Walnut St NBL 380103 41 9 0000 9 NBT 1 0000 1 1 0000 1 NBR 1551002 157 220000 22 SBL 120000 12 6 0000 6 SBT 1 0000 1 0 0000 0 SBR 140000 14 190103 22 EBL 7 0000 7 220000 22 EBT 580103 61 1332004 137 EBR 9 0000 9 140000 14 WBL 520103 55 230000 23 WBT 9324014107 810000 81 WBR 6 0000 6 160103 19 North Leg Approach 27 0000 27 250103 28 Departure 14 0000 14 390103 42 Total 41 0000 41 640206 70 South Leg Approach 194 1105 199 320000 32 Departure 62 0103 65 370000 37 Total 256 1208 264 690000 69 East Leg Approach 151 2 5 0 17 168 120 0103 123 Departure 225 1105 230 1612004 165 Total 376 3 6 0 22 398 281 2107 288 West Leg Approach 74 0103 77 1692004 173 Departure 145 2 5 0 17 162 109 0103 112 Total 219 2 6 0 20 239 278 2107 285 Total Approaches Approach 446 3 7 0 25 471 346 2 2 0 10 356 Departure 446 3 7 0 25 471 346 2 2 0 10 356 Total 892 6 14 0 50 942 692 4 4 0 20 712 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 4 . Knox Ave & Highland Ave NBL 2 0000 2 0 0000 0 NBT 0 0000 0 0 0000 0 NBR 4 0000 4 1 0000 1 SBL 18950010199 980000 98 SBT 0 0000 0 0 0000 0 SBR 670103 70 761105 81 EBL 440000 44 772004 81 EBT 2432107 250 3813006 387 EBR 2 0000 2 0 0000 0 WBL 0 0000 0 2 0000 2 WBT 2022107 209 2202004 224 WBR 2982004 302 1120000 112 North Leg Approach 256 5 1 0 13 269 174 1105 179 Departure 342 2004 346 1892004 193 Total 598 7 1 0 17 615 363 3109 372 South Leg Approach 6 0000 6 1 0000 1 Departure 2 0000 2 2 0000 2 Total 8 0000 8 3 0000 3 East Leg Approach 500 4 1 0 11 511 334 2004 338 Departure 436 7 1 0 17 453 480 3006 486 Total 936 11 2 0 28 964 814 5 0 0 10 824 West Leg Approach 289 2107 296 45850010468 Departure 271 2 2 0 10 281 296 3109 305 Total 560 4 3 0 17 577 754 8 1 0 19 773 Total Approaches Approach 1,051 11 3 0 31 1,082 967 8 1 0 19 986 Departure 1,051 11 3 0 31 1,082 967 8 1 0 19 986 Total 2,102 22 6 0 62 2,164 1,934 16 2 0 38 1,972 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 6 . Citrus Ave & SR-210 WB Ramps NBL 24622524270 3623006 368 NBT 712 15 2 4 47 759 1,027 6 1 1 18 1,045 NBR 0 0000 0 0 0000 0 SBL 0 0000 0 0 0000 0 SBT 694 15 0 5 45 739 679 7 1 0 17 696 SBR 27121316287 3424008 350 EBL 0 0000 0 0 0000 0 EBT 0 0000 0 0 0000 0 EBR 0 0000 0 0 0000 0 WBL 326 9 2 8 47 373 349 4 1 2 17 366 WBT 1 0026 7 1 0013 4 WBR 29710414311 3532004 357 North Leg Approach 965 17 1 8 61 1,026 1,021 11 1 0 25 1,046 Departure 1,009 16 2 8 61 1,070 1,380 8 1 1 22 1,402 Total 1,974 33 3 16 122 2,096 2,401 19 2 1 47 2,448 South Leg Approach 958 17 4 9 71 1,029 1,389 9 1 1 24 1,413 Departure 1,020 24 2 13 92 1,112 1,028 11 2 2 34 1,062 Total 1,978 41 6 22 163 2,141 2,417 20 3 3 58 2,475 East Leg Approach 624 10 2 14 67 691 703 6 1 3 24 727 Departure 0 0000 0 0 0000 0 Total 624 10 2 14 67 691 703 6 1 3 24 727 West Leg Approach 0 0000 0 0 0000 0 Departure 518 4 3 10 46 564 705 7 0 1 17 722 Total 518 4 3 10 46 564 705 7 0 1 17 722 Total Approaches Approach 2,547 44 7 31 199 2,746 3,113 26 3 4 73 3,186 Departure 2,547 44 7 31 199 2,746 3,113 26 3 4 73 3,186 Total 5,094 88 14 62 398 5,492 6,226 52 6 8 146 6,372 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 7 . Citrus Ave & SR-210 EB Ramps NBL 0 0000 0 0 0000 0 NBT 678 11 4 5 47 725 1,005 6 1 1 18 1,023 NBR 422 2 4 4 26 448 355 6 0 0 12 367 SBL 28150216297 1961118 204 SBT 774 18 4 10 76 850 819 8 1 2 25 844 SBR 0 0000 0 0 0000 0 EBL 260 6 0 5 27 287 401 4 1 3 20 421 EBT 0 0013 3 2 0000 2 EBR 38142322403 3161015 321 WBL 0 0000 0 0 0000 0 WBT 0 0000 0 0 0000 0 WBR 0 0000 0 0 0000 0 North Leg Approach 1,055 23 4 12 92 1,147 1,015 9 2 3 33 1,048 Departure 938 17 4 10 74 1,012 1,406 10 2 4 38 1,444 Total 1,993 40 8 22 166 2,159 2,421 19 4 7 71 2,492 South Leg Approach 1,100 13 8 9 73 1,173 1,360 12 1 1 30 1,390 Departure 1,155 22 6 13 98 1,253 1,135 9 1 3 30 1,165 Total 2,255 35 14 22 171 2,426 2,495 21 2 4 60 2,555 East Leg Approach 0 0000 0 0 0000 0 Departure 703 7 4 7 45 748 553 7 1 1 20 573 Total 703 7 4 7 45 748 553 7 1 1 20 573 West Leg Approach 641 10 2 9 52 693 719 5 1 4 25 744 Departure 0 0000 0 0 0000 0 Total 641 10 2 9 52 693 719 5 1 4 25 744 Total Approaches Approach 2,796 46 14 30 217 3,013 3,094 26 4 8 88 3,182 Departure 2,796 46 14 30 217 3,013 3,094 26 4 8 88 3,182 Total 5,592 92 28 60 434 6,026 6,188 52 8 16 176 6,364 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 8 . Citrus Ave & Highland Ave NBL 1091002 111 580000 58 NBT 641 12 5 9 64 705 848 8 1 1 22 870 NBR 7013113 83 750116 81 SBL 2983019 307 2193006 225 SBT 729 13 3 13 73 802 749 4 1 3 20 769 SBR 11542013128 1651002 167 EBL 2242107 231 1630000 163 EBT 2844008 292 2401105 245 EBR 911002 93 430000 43 WBL 811002 83 1071002 109 WBT 2404008 248 1700000 170 WBR 274 3 1 1 12 286 345 6 0 0 12 357 North Leg Approach 1,142 20 5 14 95 1,237 1,133 8 1 3 28 1,161 Departure 1,139 17 7 10 83 1,222 1,356 14 1 1 34 1,390 Total 2,281 37 12 24 178 2,459 2,489 22 2 4 62 2,551 South Leg Approach 820 14 8 10 79 899 981 8 2 2 28 1,009 Departure 901 15 3 13 77 978 899 5 1 3 22 921 Total 1,721 29 11 23 156 1,877 1,880 13 3 5 50 1,930 East Leg Approach 595 8 1 1 22 617 622 7 0 0 14 636 Departure 652 8 3 2 30 682 534 4 2 1 17 551 Total 1,247 16 4 3 52 1,299 1,156 11 2 1 31 1,187 West Leg Approach 599 7 1 0 17 616 446 1105 451 Departure 464 9 2 0 23 487 393 1002 395 Total 1,063 16 3 0 40 1,103 839 2107 846 Total Approaches Approach 3,156 49 15 25 213 3,369 3,182 24 4 5 75 3,257 Departure 3,156 49 15 25 213 3,369 3,182 24 4 5 75 3,257 Total 6,312 98 30 50 426 6,738 6,364 48 8 10 150 6,514 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Pass.PCE Pass.PCE Veh. 2 Axle 3 Axle 4 Axle PCE Volume Veh. 2 Axle 3 Axle 4 Axle PCE Volume TrucksTrucks PM Peak HourAM Peak Hour Table C-1: Existing Peak Hour Volumes (Intersections With Classification Counts) 9 . Citrus Ave & Walnut St NBL 383006 44 390000 39 NBT 649 23 4 5 71 720 831 14 0 2 34 865 NBR 12281019141 572004 61 SBL 532004 57 580000 58 SBT 722 23 7 12 100 822 673 13 2 0 31 704 SBR 1043006 110 670000 67 EBL 822107 89 500000 50 EBT 1040000 104 690000 69 EBR 273109 36 160000 16 WBL 534008 61 3 2004 7 WBT 1320000 132 501002 52 WBR 841002 86 351002 37 North Leg Approach 879 28 7 12 110 989 798 13 2 0 31 829 Departure 815 26 5 5 80 895 916 15 0 2 36 952 Total 1,694 54 12 17 190 1,884 1,714 28 2 2 67 1,781 South Leg Approach 809 34 5 5 96 905 927 16 0 2 38 965 Departure 802 30 8 12 117 919 692 15 2 0 35 727 Total 1,611 64 13 17 213 1,824 1,619 31 2 2 73 1,692 East Leg Approach 269 5 0 0 10 279 88 4008 96 Departure 279 10 1 0 23 302 184 2004 188 Total 548 15 1 0 33 581 272 6 0 0 12 284 West Leg Approach 213 5 2 0 16 229 135 0000 135 Departure 274 6 0 0 12 286 156 1002 158 Total 487 11 2 0 28 515 291 1002 293 Total Approaches Approach 2,170 72 14 17 232 2,402 1,948 33 2 2 77 2,025 Departure 2,170 72 14 17 232 2,402 1,948 33 2 2 77 2,025 Total 4,340 144 28 34 464 4,804 3,896 66 4 4 154 4,050 P:\DP - Fontana Walnut Residential\Analysis\Analysis\Class Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % 1 . Beech Ave & Highland Ave NBL 40 2 42 4.76% 22 1 23 4.35% NBT 541 7 548 1.28% 364 3 367 0.82% NBR 70 1 71 1.41% 75 1 76 1.32% SBL 47 1 48 2.08% 103 1 104 0.96% SBT 411 2 413 0.48% 387 3 390 0.77% SBR 122 2 124 1.61% 70 0 70 0.00% EBL 105 2 107 1.87% 68 2 70 2.86% EBT 180 2 182 1.10% 302 3 305 0.98% EBR 0 0 0 0.00% 3 0 3 0.00% WBL 87 1 88 1.14% 85 1 86 1.16% WBT 198 2 200 1.00% 131 3 134 2.24% WBR 66 3 69 4.35% 57 1 58 1.72% North Leg Approach 580 5 585 0.9% 560 4 564 0.7% Departure 712 12 724 1.7% 489 6 495 1.2% Total 1,292 17 1,309 1.3% 1,049 10 1,059 0.9% South Leg Approach 651 10 661 1.5% 461 5 466 1.1% Departure 498 3 501 0.6% 475 4 479 0.8% Total 1,149 13 1,162 1.1% 936 9 945 1.0% East Leg Approach 351 6 357 1.7% 273 5 278 1.8% Departure 297 4 301 1.3% 480 5 485 1.0% Total 648 10 658 1.5% 753 10 763 1.3% West Leg Approach 285 4 289 1.4% 373 5 378 1.3% Departure 360 6 366 1.6% 223 4 227 1.8% Total 645 10 655 1.5% 596 9 605 1.5% Total Approaches Approach 1,867 25 1,892 1,667 19 1,686 Departure 1,867 25 1,892 1,667 19 1,686 Total 3,734 50 3,784 1.3% 3,334 38 3,372 1.1% AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 2 . Beech Ave & Walnut St NBL 20 0 20 0.00% 19 0 19 0.00% NBT 366 8 374 2.14% 408 2 410 0.49% NBR 7 0 7 0.00% 37 1 38 2.63% SBL 18 0 18 0.00% 57 0 57 0.00% SBT 317 6 323 1.86% 374 4 378 1.06% SBR 9 0 9 0.00% 19 1 20 5.00% EBL 36 3 39 7.69% 44 0 44 0.00% EBT 32 0 32 0.00% 80 0 80 0.00% EBR 15 0 15 0.00% 23 0 23 0.00% WBL 24 3 27 11.11% 17 0 17 0.00% WBT 47 1 48 2.08% 37 0 37 0.00% WBR 44 0 44 0.00% 41 1 42 2.38% North Leg Approach 344 6 350 450 5 455 Departure 446 11 457 493 3 496 Total 790 17 807 2.1% 943 8 951 0.8% South Leg Approach 393 8 401 464 3 467 Departure 356 9 365 414 4 418 Total 749 17 766 2.2% 878 7 885 0.8% East Leg Approach 115 4 119 95 1 96 Departure 57 0 57 174 1 175 Total 172 4 176 2.3% 269 2 271 0.7% West Leg Approach 83 3 86 147 0 147 Departure 76 1 77 75 1 76 Total 159 4 163 2.5% 222 1 223 0.4% Total Approaches Approach 935 21 956 1,156 9 1,165 Departure 935 21 956 1,156 9 1,165 Total 1,870 42 1,912 2.2% 2,312 18 2,330 0.8% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 3 . Tailwind Ln & Walnut St NBL 38 1 39 2.56% 9 0 9 0.00% NBT 1 0 1 0.00% 1 0 1 0.00% NBR 155 1 156 0.64% 22 0 22 0.00% SBL 12 0 12 0.00% 6 0 6 0.00% SBT 1 0 1 0.00% 0 0 0 0.00% SBR 14 0 14 0.00% 19 1 20 5.00% EBL 7 0 7 0.00% 22 0 22 0.00% EBT 58 1 59 1.69% 133 2 135 1.48% EBR 9 0 9 0.00% 14 0 14 0.00% WBL 52 1 53 1.89% 23 0 23 0.00% WBT 93 6 99 6.06% 81 0 81 0.00% WBR 6 0 6 0.00% 16 1 17 5.88% North Leg Approach 27 0 27 25 1 26 Departure 14 0 14 39 1 40 Total 41 0 41 0.0% 64 2 66 3.0% South Leg Approach 194 2 196 32 0 32 Departure 62 1 63 37 0 37 Total 256 3 259 1.2% 69 0 69 0.0% East Leg Approach 151 7 158 120 1 121 Departure 225 2 227 161 2 163 Total 376 9 385 2.3% 281 3 284 1.1% West Leg Approach 74 1 75 169 2 171 Departure 145 7 152 109 1 110 Total 219 8 227 3.5% 278 3 281 1.1% Total Approaches Approach 446 10 456 346 4 350 Departure 446 10 456 346 4 350 Total 892 20 912 2.2% 692 8 700 1.1% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 4 . Knox Ave & Highland Ave NBL 2 0 2 0.00% 0 0 0 0.00% NBT 0 0 0 0.00% 0 0 0 0.00% NBR 4 0 4 0.00% 1 0 1 0.00% SBL 189 5 194 2.58% 98 0 98 0.00% SBT 0 0 0 0.00% 0 0 0 0.00% SBR 67 1 68 1.47% 76 2 78 2.56% EBL 44 0 44 0.00% 77 2 79 2.53% EBT 243 3 246 1.22% 381 3 384 0.78% EBR 2 0 2 0.00% 0 0 0 0.00% WBL 0 0 0 0.00% 2 0 2 0.00% WBT 202 3 205 1.46% 220 2 222 0.90% WBR 298 2 300 0.67% 112 0 112 0.00% North Leg Approach 256 6 262 174 2 176 Departure 342 2 344 189 2 191 Total 598 8 606 1.3% 363 4 367 1.1% South Leg Approach 6 0 6 1 0 1 Departure 2 0 2 2 0 2 Total 8 0 8 0.0% 3 0 3 0.0% East Leg Approach 500 5 505 334 2 336 Departure 436 8 444 480 3 483 Total 936 13 949 1.4% 814 5 819 0.6% West Leg Approach 289 3 292 458 5 463 Departure 271 4 275 296 4 300 Total 560 7 567 1.2% 754 9 763 1.2% Total Approaches Approach 1,051 14 1,065 967 9 976 Departure 1,051 14 1,065 967 9 976 Total 2,102 28 2,130 1.3% 1,934 18 1,952 0.9% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 6 . Citrus Ave & SR-210 WB Ramps NBL 246 9 255 3.53% 362 3 365 0.82% NBT 712 21 733 2.86% 1,027 8 1,035 0.77% NBR 0 0 0 0.00% 0 0 0 0.00% SBL 0 0 0 0.00% 0 0 0 0.00% SBT 694 20 714 2.80% 679 8 687 1.16% SBR 271 6 277 2.17% 342 4 346 1.16% EBL 0 0 0 0.00% 0 0 0 0.00% EBT 0 0 0 0.00% 0 0 0 0.00% EBR 0 0 0 0.00% 0 0 0 0.00% WBL 326 19 345 5.51% 349 7 356 1.97% WBT 1 2 3 66.67% 1 1 2 50.00% WBR 297 5 302 1.66% 353 2 355 0.56% North Leg Approach 965 26 991 1,021 12 1,033 Departure 1,009 26 1,035 1,380 10 1,390 Total 1,974 52 2,026 2.6% 2,401 22 2,423 0.9% South Leg Approach 958 30 988 1,389 11 1,400 Departure 1,020 39 1,059 1,028 15 1,043 Total 1,978 69 2,047 3.4% 2,417 26 2,443 1.1% East Leg Approach 624 26 650 703 10 713 Departure 0 0 0 0 0 0 Total 624 26 650 4.0% 703 10 713 1.4% West Leg Approach 0 0 0 0 0 0 Departure 518 17 535 705 8 713 Total 518 17 535 3.2% 705 8 713 1.1% Total Approaches Approach 2,547 82 2,629 3,113 33 3,146 Departure 2,547 82 2,629 3,113 33 3,146 Total 5,094 164 5,258 3.1% 6,226 66 6,292 1.0% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 7 . Citrus Ave & SR-210 EB Ramps NBL 0 0 0 0.00% 0 0 0 0.00% NBT 678 20 698 2.87% 1,005 8 1,013 0.79% NBR 422 10 432 2.31% 355 6 361 1.66% SBL 281 7 288 2.43% 196 3 199 1.51% SBT 774 32 806 3.97% 819 11 830 1.33% SBR 0 0 0 0.00% 0 0 0 0.00% EBL 260 11 271 4.06% 401 8 409 1.96% EBT 0 1 1 100.00% 2 0 2 0.00% EBR 381 9 390 2.31% 316 2 318 0.63% WBL 0 0 0 0.00% 0 0 0 0.00% WBT 0 0 0 0.00% 0 0 0 0.00% WBR 0 0 0 0.00% 0 0 0 0.00% North Leg Approach 1,055 39 1,094 1,015 14 1,029 Departure 938 31 969 1,406 16 1,422 Total 1,993 70 2,063 3.4% 2,421 30 2,451 1.2% South Leg Approach 1,100 30 1,130 1,360 14 1,374 Departure 1,155 41 1,196 1,135 13 1,148 Total 2,255 71 2,326 3.1% 2,495 27 2,522 1.1% East Leg Approach 0 0 0 0 0 0 Departure 703 18 721 553 9 562 Total 703 18 721 2.5% 553 9 562 1.6% West Leg Approach 641 21 662 719 10 729 Departure 0 0 0 0 0 0 Total 641 21 662 3.2% 719 10 729 1.4% Total Approaches Approach 2,796 90 2,886 3,094 38 3,132 Departure 2,796 90 2,886 3,094 38 3,132 Total 5,592 180 5,772 3.1% 6,188 76 6,264 1.2% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 8 . Citrus Ave & Highland Ave NBL 109 1 110 0.91% 58 0 58 0.00% NBT 641 26 667 3.90% 848 10 858 1.17% NBR 70 5 75 6.67% 75 2 77 2.60% SBL 298 4 302 1.32% 219 3 222 1.35% SBT 729 29 758 3.83% 749 8 757 1.06% SBR 115 6 121 4.96% 165 1 166 0.60% EBL 224 3 227 1.32% 163 0 163 0.00% EBT 284 4 288 1.39% 240 2 242 0.83% EBR 91 1 92 1.09% 43 0 43 0.00% WBL 81 1 82 1.22% 107 1 108 0.93% WBT 240 4 244 1.64% 170 0 170 0.00% WBR 274 5 279 1.79% 345 6 351 1.71% North Leg Approach 1,142 39 1,181 1,133 12 1,145 Departure 1,139 34 1,173 1,356 16 1,372 Total 2,281 73 2,354 3.1% 2,489 28 2,517 1.1% South Leg Approach 820 32 852 981 12 993 Departure 901 31 932 899 9 908 Total 1,721 63 1,784 3.5% 1,880 21 1,901 1.1% East Leg Approach 595 10 605 622 7 629 Departure 652 13 665 534 7 541 Total 1,247 23 1,270 1.8% 1,156 14 1,170 1.2% West Leg Approach 599 8 607 446 2 448 Departure 464 11 475 393 1 394 Total 1,063 19 1,082 1.8% 839 3 842 0.4% Total Approaches Approach 3,156 89 3,245 3,182 33 3,215 Departure 3,156 89 3,245 3,182 33 3,215 Total 6,312 178 6,490 2.7% 6,364 66 6,430 1.0% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Total Total Passenger Total Vehicle Truck Passenger Total Vehicle Truck Vehicles Trucks Volume % Vehicles Trucks Volume % AM Peak Hour PM Peak Hour Table C-2: Existing Peak Hour Truck Percentages 9 . Citrus Ave & Walnut St NBL 38 3 41 7.32% 39 0 39 0.00% NBT 649 32 681 4.70% 831 16 847 1.89% NBR 122 9 131 6.87% 57 2 59 3.39% SBL 53 2 55 3.64% 58 0 58 0.00% SBT 722 42 764 5.50% 673 15 688 2.18% SBR 104 3 107 2.80% 67 0 67 0.00% EBL 82 3 85 3.53% 50 0 50 0.00% EBT 104 0 104 0.00% 69 0 69 0.00% EBR 27 4 31 12.90% 16 0 16 0.00% WBL 53 4 57 7.02% 3 2 5 40.00% WBT 132 0 132 0.00% 50 1 51 1.96% WBR 84 1 85 1.18% 35 1 36 2.78% North Leg Approach 879 47 926 798 15 813 Departure 815 36 851 916 17 933 Total 1,694 83 1,777 4.7% 1,714 32 1,746 1.8% South Leg Approach 809 44 853 927 18 945 Departure 802 50 852 692 17 709 Total 1,611 94 1,705 5.5% 1,619 35 1,654 2.1% East Leg Approach 269 5 274 88 4 92 Departure 279 11 290 184 2 186 Total 548 16 564 2.8% 272 6 278 2.2% West Leg Approach 213 7 220 135 0 135 Departure 274 6 280 156 1 157 Total 487 13 500 2.6% 291 1 292 0.3% Total Approaches Approach 2,170 103 2,273 1,948 37 1,985 Departure 2,170 103 2,273 1,948 37 1,985 Total 4,340 206 4,546 4.5% 3,896 74 3,970 1.9% P:\DP - Fontana Walnut Residential\Analysis\Analysis\Truck % Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume 6 NBL 270 3 273 368 8 376 NBT 759 10 769 1,045 23 1,068 NBR 0 0 0 0 SBL 0 0 0 0 SBT 739 16 755 696 -9 687 SBR 287 287 350 350 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 373 8 381 366 -5 361 WBT 7 7 4 4 WBR 311 311 357 357 North Leg Approach 1,026 16 1,042 1,046 -9 1,037 Departure 1,070 10 1,080 1,402 23 1,425 Total 2,096 26 2,122 2,448 14 2,462 South Leg Approach 1,029 13 1,042 1,413 31 1,444 Departure 1,112 24 1,136 1,062 -14 1,048 Total 2,141 37 2,178 2,475 17 2,492 East Leg Approach 691 8 699 727 -5 722 Departure 0 0 0 0 0 0 Total 691 8 699 727 -5 722 West Leg Approach 0 0 0 0 0 0 Departure 564 3 567 722 8 730 Total 564 3 567 722 8 730 Total Approaches Approach 2,746 37 2,783 3,186 17 3,203 Departure 2,746 37 2,783 3,186 17 3,203 Total 5,492 74 5,566 6,372 34 6,406 Citrus Ave & SR-210 WB Ramps Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Existing Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 1/24/2025 (R:\LEW432\Traffic\Balance Exist\6-7) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Existing Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 7 NBL 0 0 0 0 NBT 755 755 1,023 1,023 NBR 467 467 367 367 SBL 297 297 204 204 SBT 839 839 844 844 SBR 0 0 0 0 EBL 287 287 421 421 EBT 3 3 2 2 EBR 398 398 321 321 WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 North Leg Approach 1,136 0 1,136 1,048 0 1,048 Departure 1,042 0 1,042 1,444 0 1,444 Total 2,178 0 2,178 2,492 0 2,492 South Leg Approach 1,222 0 1,222 1,390 0 1,390 Departure 1,237 0 1,237 1,165 0 1,165 Total 2,459 0 2,459 2,555 0 2,555 East Leg Approach 0 0 0 0 0 0 Departure 767 0 767 573 0 573 Total 767 0 767 573 0 573 West Leg Approach 688 0 688 744 0 744 Departure 0 0 0 0 0 0 Total 688 0 688 744 0 744 Total Approaches Approach 3,046 0 3,046 3,182 0 3,182 Departure 3,046 0 3,046 3,182 0 3,182 Total 6,092 0 6,092 6,364 0 6,364 Citrus Ave & SR-210 EB Ramps 1/24/2025 (R:\LEW432\Traffic\Balance Exist\6-7) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume 7 NBL 0 0 0 0 NBT 725 30 755 1,023 1,023 NBR 448 19 467 367 367 SBL 297 297 204 204 SBT 850 -11 839 844 844 SBR 0 0 0 0 EBL 287 287 421 421 EBT 3 3 2 2 EBR 403 -5 398 321 321 WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 North Leg Approach 1,147 -11 1,136 1,048 0 1,048 Departure 1,012 30 1,042 1,444 0 1,444 Total 2,159 19 2,178 2,492 0 2,492 South Leg Approach 1,173 49 1,222 1,390 0 1,390 Departure 1,253 -16 1,237 1,165 0 1,165 Total 2,426 33 2,459 2,555 0 2,555 East Leg Approach 0 0 0 0 0 0 Departure 748 19 767 573 0 573 Total 748 19 767 573 0 573 West Leg Approach 693 -5 688 744 0 744 Departure 0 0 0 0 0 0 Total 693 -5 688 744 0 744 Total Approaches Approach 3,013 33 3,046 3,182 0 3,182 Departure 3,013 33 3,046 3,182 0 3,182 Total 6,026 66 6,092 6,364 0 6,364 Citrus Ave & SR-210 EB Ramps Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Existing Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 1/24/2025 (R:\LEW432\Traffic\Balance Exist\7-8) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Existing Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 8 NBL 111 111 58 58 NBT 705 705 870 870 NBR 83 83 81 81 SBL 307 307 225 1 226 SBT 802 802 769 3 772 SBR 128 128 167 1 168 EBL 231 231 163 163 EBT 292 292 245 245 EBR 93 93 43 43 WBL 83 83 109 109 WBT 248 248 170 170 WBR 286 286 357 357 North Leg Approach 1,237 0 1,237 1,161 5 1,166 Departure 1,222 0 1,222 1,390 0 1,390 Total 2,459 0 2,459 2,551 5 2,556 South Leg Approach 899 0 899 1,009 0 1,009 Departure 978 0 978 921 3 924 Total 1,877 0 1,877 1,930 3 1,933 East Leg Approach 617 0 617 636 0 636 Departure 682 0 682 551 1 552 Total 1,299 0 1,299 1,187 1 1,188 West Leg Approach 616 0 616 451 0 451 Departure 487 0 487 395 1 396 Total 1,103 0 1,103 846 1 847 Total Approaches Approach 3,369 0 3,369 3,257 5 3,262 Departure 3,369 0 3,369 3,257 5 3,262 Total 6,738 0 6,738 6,514 10 6,524 Citrus Ave & Highland Ave 1/24/2025 (R:\LEW432\Traffic\Balance Exist\7-8) the transportation solutions company... Without Project Volumes Without Project Volumes 1 . Beech Ave & Highland Ave NBL 44 24 NBT 555 370 NBR 73 77 SBL 49 105 SBT 415 395 SBR 126 70 EBL 109 72 EBT 184 308 EBR 0 3 WBL 89 87 WBT 203 138 WBR 72 59 North Leg Approach 590 570 Departure 736 501 Total 1,326 1,071 South Leg Approach 672 471 Departure 504 485 Total 1,176 956 East Leg Approach 364 284 Departure 306 490 Total 670 774 West Leg Approach 293 383 Departure 373 232 Total 666 615 Total Approaches Approach 1,919 1,708 Departure 1,919 1,708 Total 3,838 3,416 PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 2 . Beech Ave & Walnut St NBL 20 19 NBT 383 413 NBR 7 39 SBL 18 57 SBT 332 382 SBR 9 21 EBL 43 44 EBT 32 80 EBR 15 23 WBL 31 17 WBT 49 37 WBR 44 43 North Leg Approach 359 460 Departure 470 500 Total 829 960 South Leg Approach 410 471 Departure 378 422 Total 788 893 East Leg Approach 124 97 Departure 57 176 Total 181 273 West Leg Approach 90 147 Departure 78 77 Total 168 224 Total Approaches Approach 983 1,175 Departure 983 1,175 Total 1,966 2,350 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 3 . Tailwind Ln & Walnut St NBL 41 9 NBT 1 1 NBR 157 22 SBL 12 6 SBT 1 0 SBR 14 22 EBL 7 22 EBT 61 137 EBR 9 14 WBL 55 23 WBT 107 81 WBR 6 19 North Leg Approach 27 28 Departure 14 42 Total 41 70 South Leg Approach 199 32 Departure 65 37 Total 264 69 East Leg Approach 168 123 Departure 230 165 Total 398 288 West Leg Approach 77 173 Departure 162 112 Total 239 285 Total Approaches Approach 471 356 Departure 471 356 Total 942 712 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 4 . Knox Ave & Highland Ave NBL 2 0 NBT 0 0 NBR 4 1 SBL 199 98 SBT 0 0 SBR 70 81 EBL 44 81 EBT 250 387 EBR 2 0 WBL 0 2 WBT 209 224 WBR 302 112 North Leg Approach 269 179 Departure 346 193 Total 615 372 South Leg Approach 6 1 Departure 2 2 Total 8 3 East Leg Approach 511 338 Departure 453 486 Total 964 824 West Leg Approach 296 468 Departure 281 305 Total 577 773 Total Approaches Approach 1,082 986 Departure 1,082 986 Total 2,164 1,972 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 6 . Citrus Ave & SR-210 WB Ramps NBL 273 376 NBT 769 1,068 NBR 0 0 SBL 0 0 SBT 755 687 SBR 287 350 EBL 0 0 EBT 0 0 EBR 0 0 WBL 381 361 WBT 7 4 WBR 311 357 North Leg Approach 1,042 1,037 Departure 1,080 1,425 Total 2,122 2,462 South Leg Approach 1,042 1,444 Departure 1,136 1,048 Total 2,178 2,492 East Leg Approach 699 722 Departure 0 0 Total 699 722 West Leg Approach 0 0 Departure 567 730 Total 567 730 Total Approaches Approach 2,783 3,203 Departure 2,783 3,203 Total 5,566 6,406 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 7 . Citrus Ave & SR-210 EB Ramps NBL 0 0 NBT 755 1,023 NBR 467 367 SBL 297 204 SBT 839 844 SBR 0 0 EBL 287 421 EBT 3 2 EBR 398 321 WBL 0 0 WBT 0 0 WBR 0 0 North Leg Approach 1,136 1,048 Departure 1,042 1,444 Total 2,178 2,492 South Leg Approach 1,222 1,390 Departure 1,237 1,165 Total 2,459 2,555 East Leg Approach 0 0 Departure 767 573 Total 767 573 West Leg Approach 688 744 Departure 0 0 Total 688 744 Total Approaches Approach 3,046 3,182 Departure 3,046 3,182 Total 6,092 6,364 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 8 . Citrus Ave & Highland Ave NBL 111 58 NBT 705 870 NBR 83 81 SBL 307 226 SBT 802 772 SBR 128 168 EBL 231 163 EBT 292 245 EBR 93 43 WBL 83 109 WBT 248 170 WBR 286 357 North Leg Approach 1,237 1,166 Departure 1,222 1,390 Total 2,459 2,556 South Leg Approach 899 1,009 Departure 978 924 Total 1,877 1,933 East Leg Approach 617 636 Departure 682 552 Total 1,299 1,188 West Leg Approach 616 451 Departure 487 396 Total 1,103 847 Total Approaches Approach 3,369 3,262 Departure 3,369 3,262 Total 6,738 6,524 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Without Project Volumes Without Project Volumes PM Peak Hour Table C-4: Existing Peak Hour Volume Summary AM Peak Hour 9 . Citrus Ave & Walnut St NBL 44 39 NBT 720 865 NBR 141 61 SBL 57 58 SBT 822 704 SBR 110 67 EBL 89 50 EBT 104 69 EBR 36 16 WBL 61 7 WBT 132 52 WBR 86 37 North Leg Approach 989 829 Departure 895 952 Total 1,884 1,781 South Leg Approach 905 965 Departure 919 727 Total 1,824 1,692 East Leg Approach 279 96 Departure 302 188 Total 581 284 West Leg Approach 229 135 Departure 286 158 Total 515 293 Total Approaches Approach 2,402 2,025 Departure 2,402 2,025 Total 4,804 4,050 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\Exist TM the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume 1 Beech Ave & Highland Ave AM Peak Hour Northbound Left 42 Approach 661 467 561 94 36 39 700 Through 548 Departure 501 194 630 436 166 179 680 Right 71 Southbound Left 48 Approach 585 197 1,141 944 359 389 974 Through 413 Departure 724 456 696 240 91 99 823 Right 124 Eastbound Left 107 Approach 289 408 766 358 136 147 436 Through 182 Departure 366 766 1,372 606 230 249 615 Right 0 Westbound Left 88 Approach 357 795 1,143 348 132 143 500 Through 200 Departure 301 450 913 463 176 191 492 Right 69 PM Peak Hour Northbound Left 23 Approach 466 401 1267 866 242 263 729 Through 367 Departure 479 575 821 246 69 75 554 Right 76 Southbound Left 104 Approach 564 501 1,080 579 162 176 740 Through 390 Departure 495 463 1,673 1,210 339 367 862 Right 70 Eastbound Left 70 Approach 378 1,214 2,588 1,374 385 417 795 Through 305 Departure 227 729 1,186 457 128 139 366 Right 3 Westbound Left 86 Approach 278 829 1,309 480 134 146 424 Through 134 Departure 485 1,179 2,564 1,385 388 420 905 Right 58 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 2 Beech Ave & Walnut St AM Peak Hour Northbound Left 20 Approach 401 390 539 149 57 61 462 Through 374 Departure 365 317 728 411 156 169 534 Right 7 Southbound Left 18 Approach 350 483 1,089 606 230 249 599 Through 323 Departure 457 539 669 130 49 54 511 Right 9 Eastbound Left 39 Approach 86 0 4 4 2 2 88 Through 32 Departure 77 210 457 247 94 102 179 Right 15 Westbound Left 27 Approach 119 269 344 75 29 31 150 Through 48 Departure 57 75 122 47 18 19 76 Right 44 PM Peak Hour Northbound Left 19 Approach 467 462 1398 936 262 284 751 Through 410 Departure 418 560 860 300 84 91 509 Right 38 Southbound Left 57 Approach 455 756 1,101 345 97 105 560 Through 378 Departure 496 776 1,776 1,000 280 303 799 Right 20 Eastbound Left 44 Approach 147 294 403 109 31 33 180 Through 80 Departure 76 0 20 20 6 6 82 Right 23 Westbound Left 17 Approach 96 160 199 39 11 12 108 Through 37 Departure 175 337 444 107 30 32 207 Right 42 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 3 Tailwind Ln & Walnut St AM Peak Hour Northbound Left 39 Approach 196 000 0 0 196 Through 1 Departure 63 0 0 0 0 0 63 Right 156 Southbound Left 12 Approach 27 0 0 0 0 0 27 Through 1 Departure 14 0 0 0 0 0 14 Right 14 Eastbound Left 7 Approach 75 75 122 47 18 19 94 Through 59 Departure 152 268 344 76 29 31 183 Right 9 Westbound Left 53 Approach 158 268 344 76 29 31 189 Through 99 Departure 227 75 122 47 18 19 246 Right 6 PM Peak Hour Northbound Left 9 Approach 32 0000 0 32 Through 1 Departure 37 0 0 0 0 0 37 Right 22 Southbound Left 6 Approach 26 0 0 0 0 0 26 Through 0 Departure 40 0 0 0 0 0 40 Right 20 Eastbound Left 22 Approach 171 337 444 107 30 32 203 Through 135 Departure 110 160 199 39 11 12 122 Right 14 Westbound Left 23 Approach 121 160 199 39 11 12 133 Through 81 Departure 163 337 444 107 30 32 195 Right 17 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 4 Knox Ave & Highland Ave AM Peak Hour Northbound Left 2 Approach 6 0000 0 6 Through 0 Departure 2 0 0 0 0 0 2 Right 4 Southbound Left 194 Approach 262 282 750 468 178 193 455 Through 0 Departure 344 385 478 93 35 38 382 Right 68 Eastbound Left 44 Approach 292 755 1,251 496 188 204 496 Through 246 Departure 275 697 1,068 371 141 153 428 Right 2 Westbound Left 0 Approach 505 853 1,257 404 154 166 671 Through 205 Departure 444 808 1,712 904 344 372 816 Right 300 PM Peak Hour Northbound Left 0 Approach 1 0000 0 1 Through 0 Departure 2 0 0 0 0 0 2 Right 1 Southbound Left 98 Approach 176 494 645 151 42 46 222 Through 0 Departure 191 480 955 475 133 144 335 Right 78 Eastbound Left 79 Approach 463 1,149 2,412 1,263 354 383 846 Through 384 Departure 300 1,080 1,537 457 128 139 439 Right 0 Westbound Left 2 Approach 336 1,267 2,202 935 262 284 620 Through 222 Departure 483 1,351 2,767 1,416 396 430 913 Right 112 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 6 Citrus Ave & SR-210 WB Ramps AM Peak Hour Northbound Left 255 Approach 988 1547 1192 -355 -135 -146 842 Through 733 Departure 1,059 1,433 2,427 994 378 409 1,468 Right 0 Southbound Left 0 Approach 991 1,713 2,950 1,237 470 509 1,500 Through 714 Departure 1,035 1,388 1,391 3 1 1 1,036 Right 277 Eastbound Left 0 Approach 0 0 0 0 0 0 0 Through 0 Departure 535 1,012 1,349 337 128 139 674 Right 0 Westbound Left 345 Approach 650 573 1,024 451 171 186 836 Through 3 Departure 0 0 0 0 0 0 0 Right 302 PM Peak Hour Northbound Left 365 Approach 1,400 2185 3105 920 258 279 1,679 Through 1,035 Departure 1,043 2,755 2,662 -93 -26 -28 1,015 Right 0 Southbound Left 0 Approach 1,033 2,182 2,235 53 15 16 1,049 Through 687 Departure 1,390 2,683 3,953 1,270 356 385 1,775 Right 346 Eastbound Left 0 Approach 0 0 0 0 0 0 0 Through 0 Departure 713 1,007 1,168 161 45 49 762 Right 0 Westbound Left 356 Approach 713 2,078 2,442 364 102 110 823 Through 2 Departure 0 0 0 0 0 0 0 Right 355 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 7 Citrus Ave & SR-210 EB Ramps AM Peak Hour Northbound Left 0 Approach 1,130 1716 1414 -302 -115 -124 1,006 Through 698 Departure 1,196 1,108 2,023 915 348 377 1,573 Right 432 Southbound Left 288 Approach 1,094 1,433 2,427 994 378 409 1,503 Through 806 Departure 969 1,547 1,192 -355 -135 -146 823 Right 0 Eastbound Left 271 Approach 662 677 889 212 81 87 749 Through 1 Departure 0 0 0 0 0 0 0 Right 390 Westbound Left 0 Approach 0 0 0 0 0 0 0 Through 0 Departure 721 1,170 1,516 346 131 142 863 Right 0 PM Peak Hour Northbound Left 0 Approach 1,374 1790 2695 905 253 275 1,649 Through 1,013 Departure 1,148 3,027 3,116 89 25 27 1,175 Right 361 Southbound Left 199 Approach 1,029 2,756 2,663 -93 -26 -28 1,001 Through 830 Departure 1,422 2,185 3,106 921 258 279 1,701 Right 0 Eastbound Left 409 Approach 729 1,719 2,127 408 114 124 853 Through 2 Departure 0 0 0 0 0 0 0 Right 318 Westbound Left 0 Approach 0 0 0 0 0 0 0 Through 0 Departure 562 1,053 1,263 210 59 64 626 Right 0 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 8 Citrus Ave & Highland Ave AM Peak Hour Northbound Left 110 Approach 852 1190 946 -244 -93 -100 752 Through 667 Departure 932 560 1,561 1,001 380 412 1,344 Right 75 Southbound Left 302 Approach 1,181 1,108 2,022 914 347 376 1,557 Through 758 Departure 1,173 1,715 1,413 -302 -115 -124 1,049 Right 121 Eastbound Left 227 Approach 607 790 1,683 893 339 368 975 Through 288 Departure 475 803 1,215 412 157 170 645 Right 92 Westbound Left 82 Approach 605 751 1,400 649 247 267 872 Through 244 Departure 665 759 1,862 1,103 419 454 1,119 Right 279 PM Peak Hour Northbound Left 58 Approach 993 1066 1760 694 194 211 1,204 Through 858 Departure 908 2,073 2,002 -71 -20 -22 886 Right 77 Southbound Left 222 Approach 1,145 3,026 3,115 89 25 27 1,172 Through 757 Departure 1,372 1,789 2,695 906 254 275 1,647 Right 166 Eastbound Left 163 Approach 448 1,298 2,636 1,338 375 406 854 Through 242 Departure 394 1,228 2,145 917 257 278 672 Right 43 Westbound Left 108 Approach 629 993 2,475 1,482 415 450 1,079 Through 170 Departure 541 1,292 3,145 1,853 519 562 1,103 Right 351 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Existing Base Yr. Fut. Yr.2024 to Existing 2024 Modeled Modeled 2050 2050 2024 Link Pk. Per. Pk. Per. Pk. Per. Pk. Hr. Link Vol Link Volume Volume Volume Volume Change Change Growth1 Volume Table C-5: Forecast Link Volume Worksheet Future Build-out Year (2050) Conditions Base to Future Year 9 Citrus Ave & Walnut St AM Peak Hour Northbound Left 41 Approach 853 1011 849 -162 -62 -67 786 Through 681 Departure 852 653 1,542 889 338 366 1,218 Right 131 Southbound Left 55 Approach 926 673 1,703 1,030 391 424 1,350 Through 764 Departure 851 1,291 1,173 -118 -45 -49 802 Right 107 Eastbound Left 85 Approach 220 365 367 2 1 1 221 Through 104 Departure 280 104 211 107 41 44 324 Right 31 Westbound Left 57 Approach 274 13 22 9 3 4 278 Through 132 Departure 290 15 15 0 0 0 290 Right 85 PM Peak Hour Northbound Left 39 Approach 945 1102 1941 839 235 254 1,199 Through 847 Departure 709 1,808 1,971 163 46 49 758 Right 59 Southbound Left 58 Approach 813 2,064 2,245 181 51 55 868 Through 688 Departure 933 1,165 2,004 839 235 254 1,187 Right 67 Eastbound Left 50 Approach 135 205 390 185 52 56 191 Through 69 Departure 157 398 542 144 40 44 201 Right 16 Westbound Left 5 Approach 92 21 28 7 2 2 94 Through 51 Departure 186 20 87 67 19 20 206 Right 36 1 Modeled base year (2016) to modeled future year (2040) conditions represent 24 years of traffic growth. Since it is 26 years from 2024 to 2050 the growth represents 1.08333333333333 % of the growth between 2016 and 2040 model years. Also the a.m. peak hour is 38% of the peak period and the p.m. peak hour is 28 percent of the peak period. P:\DP - Fontana Walnut Residential\Analysis\Analysis\2050 Link Pk Hr the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume 1 Beech Ave & Highland Ave A.M. Peak Hour Northbound Left 42 Approach 700 Left 43 Through 548 Departure 680 Through 573 Right 71 0 Right 86 Southbound Left 48 Approach 974 Left 122 Through 413 Departure 823 Through 581 Right 124 0 Right 267 Eastbound Left 107 Approach 436 Left 143 Through 182 Departure 615 Through 283 Right 14 0 Right 12 Westbound Left 88 Approach 500 Left 88 Through 200 Departure 492 Through 305 Right 69 Right 107 P.M. Peak Hour Northbound Left 23 Approach 729 Left 33 Through 367 Departure 554 Through 591 Right 76 0 Right 107 Southbound Left 104 Approach 740 Left 171 Through 390 Departure 862 Through 451 Right 70 0 Right 115 Eastbound Left 70 Approach 795 Left 164 Through 305 Departure 366 Through 627 Right 3 0 Right 4 Westbound Left 86 Approach 424 Left 98 Through 134 Departure 905 Through 218 Right 58 Right 107 Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 2 Beech Ave & Walnut St A.M. Peak Hour Northbound Left 20 Approach 462 Left 43 Through 374 Departure 534 Through 421 Right 7 0 Right 7 Southbound Left 18 Approach 599 Left 38 Through 323 Departure 511 Through 507 Right 9 0 Right 44 Eastbound Left 39 Approach 88 Left 46 Through 32 Departure 179 Through 31 Right 15 0 Right 11 Westbound Left 27 Approach 150 Left 16 Through 48 Departure 76 Through 91 Right 44 Right 44 P.M. Peak Hour Northbound Left 19 Approach 751 Left 24 Through 410 Departure 509 Through 681 Right 38 0 Right 49 Southbound Left 57 Approach 560 Left 68 Through 378 Departure 799 Through 465 Right 20 0 Right 23 Eastbound Left 44 Approach 180 Left 63 Through 80 Departure 82 Through 90 Right 23 0 Right 27 Westbound Left 17 Approach 108 Left 18 Through 37 Departure 207 Through 36 Right 42 Right 55 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 3 Tailwind Ln & Walnut St A.M. Peak Hour Northbound Left 39 Approach 196 Left 39 Through 1 Departure 63 Through 1 Right 156 0 Right 156 Southbound Left 12 Approach 27 Left 12 Through 1 Departure 14 Through 1 Right 14 0 Right 14 Eastbound Left 7 Approach 94 Left 7 Through 59 Departure 183 Through 78 Right 9 0 Right 9 Westbound Left 53 Approach 189 Left 53 Through 99 Departure 246 Through 130 Right 6 Right 6 P.M. Peak Hour Northbound Left 9 Approach 32 Left 9 Through 1 Departure 37 Through 1 Right 22 0 Right 22 Southbound Left 6 Approach 26 Left 6 Through 0 Departure 40 Through 0 Right 20 0 Right 20 Eastbound Left 22 Approach 203 Left 22 Through 135 Departure 122 Through 167 Right 14 0 Right 14 Westbound Left 23 Approach 133 Left 23 Through 81 Departure 195 Through 93 Right 17 Right 17 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 4 Knox Ave & Highland Ave A.M. Peak Hour Northbound Left 2 Approach 6 Left 2 Through 0 Departure 2 Through 0 Right 4 0 Right 4 Southbound Left 194 Approach 455 Left 359 Through 0 Departure 382 Through 0 Right 68 0 Right 98 Eastbound Left 44 Approach 496 Left 44 Through 246 Departure 428 Through 453 Right 2 0 Right 2 Westbound Left 0 Approach 671 Left 0 Through 205 Departure 816 Through 328 Right 300 Right 338 P.M. Peak Hour Northbound Left 0 Approach 1 Left 0 Through 0 Departure 2 Through 0 Right 1 0 Right 1 Southbound Left 98 Approach 222 Left 158 Through 0 Departure 335 Through 0 Right 78 0 Right 64 Eastbound Left 79 Approach 846 Left 99 Through 384 Departure 439 Through 753 Right 0 0 Right 0 Westbound Left 2 Approach 620 Left 2 Through 222 Departure 913 Through 374 Right 112 Right 236 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 6 Citrus Ave & SR-210 WB Ramps A.M. Peak Hour Northbound Left 255 Approach 842 Left 217 Through 733 Departure 1,468 Through 625 Right 0 0 Right 0 Southbound Left 0 Approach 1,500 Left 0 Through 714 Departure 1,036 Through 1,047 Right 277 0 Right 453 Eastbound Left 0 Approach 0 Left 0 Through 0 Departure 674 Through 0 Right 0 0 Right 0 Westbound Left 345 Approach 836 Left 421 Through 3 Departure 0 Through 4 Right 302 Right 411 P.M. Peak Hour Northbound Left 365 Approach 1,679 Left 379 Through 1,035 Departure 1,015 Through 1,301 Right 0 0 Right 0 Southbound Left 0 Approach 1,049 Left 0 Through 687 Departure 1,775 Through 668 Right 346 0 Right 380 Eastbound Left 0 Approach 0 Left 0 Through 0 Departure 762 Through 0 Right 0 0 Right 0 Westbound Left 356 Approach 823 Left 347 Through 2 Departure 0 Through 2 Right 355 Right 474 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 7 Citrus Ave & SR-210 EB Ramps A.M. Peak Hour Northbound Left 0 Approach 1,006 Left 0 Through 698 Departure 1,573 Through 555 Right 432 0 Right 451 Southbound Left 288 Approach 1,503 Left 411 Through 806 Departure 823 Through 1,092 Right 0 0 Right 0 Eastbound Left 271 Approach 749 Left 268 Through 1 Departure 0 Through 1 Right 390 0 Right 480 Westbound Left 0 Approach 0 Left 0 Through 0 Departure 863 Through 0 Right 0 Right 0 P.M. Peak Hour Northbound Left 0 Approach 1,649 Left 0 Through 1,013 Departure 1,175 Through 1,219 Right 361 0 Right 429 Southbound Left 199 Approach 1,001 Left 194 Through 830 Departure 1,701 Through 807 Right 0 0 Right 0 Eastbound Left 409 Approach 853 Left 482 Through 2 Departure 0 Through 2 Right 318 0 Right 368 Westbound Left 0 Approach 0 Left 0 Through 0 Departure 626 Through 0 Right 0 Right 0 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 8 Citrus Ave & Highland Ave A.M. Peak Hour Northbound Left 110 Approach 752 Left 124 Through 667 Departure 1,344 Through 512 Right 75 0 Right 115 Southbound Left 302 Approach 1,557 Left 429 Through 758 Departure 1,049 Through 1,004 Right 121 0 Right 126 Eastbound Left 227 Approach 975 Left 228 Through 288 Departure 645 Through 576 Right 92 0 Right 172 Westbound Left 82 Approach 872 Left 168 Through 244 Departure 1,119 Through 395 Right 279 Right 308 P.M. Peak Hour Northbound Left 58 Approach 1,204 Left 97 Through 858 Departure 886 Through 935 Right 77 0 Right 170 Southbound Left 222 Approach 1,172 Left 336 Through 757 Departure 1,647 Through 646 Right 166 0 Right 191 Eastbound Left 163 Approach 854 Left 198 Through 242 Departure 672 Through 597 Right 43 0 Right 60 Westbound Left 108 Approach 1,079 Left 181 Through 170 Departure 1,103 Through 384 Right 351 Right 514 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 the transportation solutions company... Approach Traffic Link Forecast Direction Counts Volume TM Volume Table C-6 - Calculation of Future Turning Movement Volumes (Based on NCHRP 255) Forecast Future Year 9 Citrus Ave & Walnut St A.M. Peak Hour Northbound Left 41 Approach 786 Left 38 Through 681 Departure 1,218 Through 631 Right 131 0 Right 116 Southbound Left 55 Approach 1,350 Left 74 Through 764 Departure 802 Through 1,125 Right 107 0 Right 152 Eastbound Left 85 Approach 221 Left 87 Through 104 Departure 324 Through 101 Right 31 0 Right 33 Westbound Left 57 Approach 278 Left 60 Through 132 Departure 290 Through 133 Right 85 Right 85 P.M. Peak Hour Northbound Left 39 Approach 1,199 Left 59 Through 847 Departure 758 Through 1,077 Right 59 0 Right 64 Southbound Left 58 Approach 868 Left 53 Through 688 Departure 1,187 Through 730 Right 67 0 Right 86 Eastbound Left 50 Approach 191 Left 77 Through 69 Departure 201 Through 90 Right 16 0 Right 24 Westbound Left 5 Approach 94 Left 5 Through 51 Departure 206 Through 56 Right 36 Right 33 P:\DP - Fontana Walnut Residential\Analysis v2\Bturns\Summary 7/28/2025 Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol 1 Beech Ave & Highland Ave NBL 43 4.8% 41 2 4 45 33 4.3% 32 1 2 34 NBT 573 1.3% 566 7 14 580 591 0.8% 586 5 10 596 NBR 86 1.4% 85 1 3 88 107 1.3% 106 1 2 108 SBL 122 2.1% 119 3 6 125 171 1.0% 169 2 4 173 SBT 581 0.5% 578 3 6 584 451 0.8% 448 3 8 456 SBR 267 1.6% 263 4 8 271 115 0.0% 115 0 0 115 EBL 143 1.9% 140 3 6 146 164 2.9% 159 5 10 169 EBT 283 1.1% 280 3 6 286 627 1.0% 621 6 12 633 EBR 12 0.0% 12 0 0 12 4 0.0% 4 0 0 4 WBL 88 1.1% 87 1 2 89 98 1.2% 97 1 2 99 WBT 305 1.0% 302 3 8 310 218 2.2% 213 5 12 225 WBR 107 4.3% 102 5 10 112 107 1.7% 105 2 4 109 North Leg Approach 970 960 10 20 980 737 732 5 12 744 Departure 823 808 15 30 838 862 850 12 24 874 Total 1,793 1,768 25 50 1,818 1,599 1,582 17 36 1,618 South Leg Approach 702 692 10 21 713 731 724 7 14 738 Departure 681 677 4 8 685 553 549 4 10 559 Total 1,383 1,369 14 29 1,398 1,284 1,273 11 24 1,297 East Leg Approach 500 491 9 20 511 423 415 8 18 433 Departure 491 484 7 15 499 905 896 9 18 914 Total 991 975 16 35 1,010 1,328 1,311 17 36 1,347 West Leg Approach 438 432 6 12 444 795 784 11 22 806 Departure 615 606 9 20 626 366 360 6 14 374 Total 1,053 1,038 15 32 1,070 1,161 1,144 17 36 1,180 Total Approaches Approach 2,610 2,575 35 73 2,648 2,686 2,655 31 66 2,721 Departure 2,610 2,575 35 73 2,648 2,686 2,655 31 66 2,721 Total 5,220 5,150 70 146 5,296 5,372 5,310 62 132 5,442 Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 2 Beech Ave & Walnut St NBL 43 0.0% 43 0 0 43 24 0.0% 24 0 0 24 NBT 421 2.1% 412 9 19 431 681 0.5% 678 3 8 686 NBR 7 0.0% 7 0 0 7 49 2.6% 48 1 2 50 SBL 38 0.0% 38 0 0 38 68 0.0% 68 0 0 68 SBT 507 1.9% 498 9 23 521 465 1.1% 460 5 10 470 SBR 44 0.0% 44 0 0 44 23 5.0% 22 1 2 24 EBL 46 7.7% 42 4 9 51 63 0.0% 63 0 0 63 EBT 31 0.0% 31 0 0 31 90 0.0% 90 0 0 90 EBR 11 0.0% 11 0 0 11 27 0.0% 27 0 0 27 WBL 16 11.1% 14 2 5 19 18 0.0% 18 0 0 18 WBT 91 2.1% 89 2 4 93 36 0.0% 36 0 0 36 WBR 44 0.0% 44 0 0 44 55 2.4% 54 1 2 56 North Leg Approach 589 580 9 23 603 556 550 6 12 562 Departure 511 498 13 28 526 799 795 4 10 805 Total 1,100 1,078 22 51 1,129 1,355 1,345 10 22 1,367 South Leg Approach 471 462 9 19 481 754 750 4 10 760 Departure 534 523 11 28 551 510 505 5 10 515 Total 1,005 985 20 47 1,032 1,264 1,255 9 20 1,275 East Leg Approach 151 147 4 9 156 109 108 1 2 110 Departure 76 76 0 0 76 207 206 1 2 208 Total 227 223 4 9 232 316 314 2 4 318 West Leg Approach 88 84 4 9 93 180 180 0 0 180 Departure 178 176 2 4 180 83 82 1 2 84 Total 266 260 6 13 273 263 262 1 2 264 Total Approaches Approach 1,299 1,273 26 60 1,333 1,599 1,588 11 24 1,612 Departure 1,299 1,273 26 60 1,333 1,599 1,588 11 24 1,612 Total 2,598 2,546 52 120 2,666 3,198 3,176 22 48 3,224 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 3 Tailwind Ln & Walnut St NBL 39 2.6% 38 1 3 41 9 0.0% 9 0 0 9 NBT 1 0.0% 1 0 0 1 1 0.0% 1 0 0 1 NBR 156 0.6% 155 1 2 157 22 0.0% 22 0 0 22 SBL 12 0.0% 12 0 0 12 6 0.0% 6 0 0 6 SBT 1 0.0% 1 0 0 1 0 0.0% 0 0 0 0 SBR 14 0.0% 14 0 0 14 20 5.0% 19 1 3 22 EBL 7 0.0% 7 0 0 7 22 0.0% 22 0 0 22 EBT 78 1.7% 77 1 3 80 167 1.5% 165 2 4 169 EBR 9 0.0% 9 0 0 9 14 0.0% 14 0 0 14 WBL 53 1.9% 52 1 3 55 23 0.0% 23 0 0 23 WBT 130 6.1% 122 8 19 141 93 0.0% 93 0 0 93 WBR 6 0.0% 6 0 0 6 17 5.9% 16 1 3 19 North Leg Approach 27 27 0 0 27 26 25 1 3 28 Departure 14 14 0 0 14 40 39 1 3 42 Total 41 41 0 0 41 66 64 2 6 70 South Leg Approach 196 194 2 5 199 32 32 0 0 32 Departure 63 62 1 3 65 37 37 0 0 37 Total 259 256 3 8 264 69 69 0 0 69 East Leg Approach 189 180 9 22 202 133 132 1 3 135 Departure 246 244 2 5 249 195 193 2 4 197 Total 435 424 11 27 451 328 325 3 7 332 West Leg Approach 94 93 1 3 96 203 201 2 4 205 Departure 183 174 9 22 196 122 121 1 3 124 Total 277 267 10 25 292 325 322 3 7 329 Total Approaches Approach 506 494 12 30 524 394 390 4 10 400 Departure 506 494 12 30 524 394 390 4 10 400 Total 1,012 988 24 60 1,048 788 780 8 20 800 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 4 Knox Ave & Highland Ave NBL 2 0.0% 2 0 0 2 0 0.0% 0 0 0 0 NBT 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 NBR 4 0.0% 4 0 0 4 1 0.0% 1 0 0 1 SBL 359 2.6% 350 9 18 368 158 0.0% 158 0 0 158 SBT 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 SBR 98 1.5% 97 1 3 100 64 2.6% 62 2 5 67 EBL 44 0.0% 44 0 0 44 99 2.5% 96 3 6 102 EBT 453 1.2% 447 6 14 461 753 0.8% 747 6 12 759 EBR 2 0.0% 2 0 0 2 0 0.0% 0 0 0 0 WBL 0 0.0% 0 0 0 0 2 0.0% 2 0 0 2 WBT 328 1.5% 323 5 12 335 374 0.9% 371 3 6 377 WBR 338 0.7% 336 2 4 340 236 0.0% 236 0 0 236 North Leg Approach 457 447 10 21 468 222 220 2 5 225 Departure 382 380 2 4 384 335 332 3 6 338 Total 839 827 12 25 852 557 552 5 11 563 South Leg Approach 6 6 0 0 6 1 1 0 0 1 Departure 2 2 0 0 2 2 2 0 0 2 Total 8 8 0 0 8 3 3 0 0 3 East Leg Approach 666 659 7 16 675 612 609 3 6 615 Departure 816 801 15 32 833 912 906 6 12 918 Total 1,482 1,460 22 48 1,508 1,524 1,515 9 18 1,533 West Leg Approach 499 493 6 14 507 852 843 9 18 861 Departure 428 422 6 15 437 438 433 5 11 444 Total 927 915 12 29 944 1,290 1,276 14 29 1,305 Total Approaches Approach 1,628 1,605 23 51 1,656 1,687 1,673 14 29 1,702 Departure 1,628 1,605 23 51 1,656 1,687 1,673 14 29 1,702 Total 3,256 3,210 46 102 3,312 3,374 3,346 28 58 3,404 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 6 Citrus Ave & SR-210 WB Ramps NBL 217 3.5% 209 8 21 230 379 0.8% 376 3 6 382 NBT 625 2.9% 607 18 40 647 1,301 0.8% 1,291 10 23 1,314 NBR 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 SBL 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 SBT 1,047 2.8% 1,018 29 65 1,083 668 1.2% 660 8 17 677 SBR 453 2.2% 443 10 27 470 380 1.2% 376 4 8 384 EBL 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 EBT 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 EBR 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 WBL 421 5.5% 398 23 57 455 347 2.0% 340 7 17 357 WBT 4 66.7% 1 3 9 10 2 50.0% 1 1 3 4 WBR 411 1.7% 404 7 20 424 474 0.6% 471 3 6 477 North Leg Approach 1,500 1,461 39 92 1,553 1,048 1,036 12 25 1,061 Departure 1,036 1,011 25 60 1,071 1,775 1,762 13 29 1,791 Total 2,536 2,472 64 152 2,624 2,823 2,798 25 54 2,852 South Leg Approach 842 816 26 61 877 1,680 1,667 13 29 1,696 Departure 1,468 1,416 52 122 1,538 1,015 1,000 15 34 1,034 Total 2,310 2,232 78 183 2,415 2,695 2,667 28 63 2,730 East Leg Approach 836 803 33 86 889 823 812 11 26 838 Departure 0 0 0 0 0 0 0 0 0 0 Total 836 803 33 86 889 823 812 11 26 838 West Leg Approach 0 0 0 0 0 0 0 0 0 0 Departure 674 653 21 57 710 761 753 8 17 770 Total 674 653 21 57 710 761 753 8 17 770 Total Approaches Approach 3,178 3,080 98 239 3,319 3,551 3,515 36 80 3,595 Departure 3,178 3,080 98 239 3,319 3,551 3,515 36 80 3,595 Total 6,356 6,160 196 478 6,638 7,102 7,030 72 160 7,190 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 7 Citrus Ave & SR-210 EB Ramps NBL 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 NBT 555 2.9% 539 16 38 577 1,219 0.8% 1,209 10 23 1,232 NBR 451 2.3% 441 10 26 467 429 1.7% 422 7 14 436 SBL 411 2.4% 401 10 23 424 194 1.5% 191 3 8 199 SBT 1,092 4.0% 1,049 43 102 1,151 807 1.3% 796 11 25 821 SBR 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 EBL 268 4.1% 257 11 27 284 482 2.0% 473 9 23 496 EBT 1 100.0% 0 1 3 3 2 0.0% 2 0 0 2 EBR 480 2.3% 469 11 27 496 368 0.6% 366 2 5 371 WBL 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 WBT 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 WBR 0 0.0% 0 0 0 0 0 0.0% 0 0 0 0 North Leg Approach 1,503 1,450 53 125 1,575 1,001 987 14 33 1,020 Departure 823 796 27 65 861 1,701 1,682 19 46 1,728 Total 2,326 2,246 80 190 2,436 2,702 2,669 33 79 2,748 South Leg Approach 1,006 980 26 64 1,044 1,648 1,631 17 37 1,668 Departure 1,572 1,518 54 129 1,647 1,175 1,162 13 30 1,192 Total 2,578 2,498 80 193 2,691 2,823 2,793 30 67 2,860 East Leg Approach 0 0 0 0 0 0 0 0 0 0 Departure 863 842 21 52 894 625 615 10 22 637 Total 863 842 21 52 894 625 615 10 22 637 West Leg Approach 749 726 23 57 783 852 841 11 28 869 Departure 0 0 0 0 0 0 0 0 0 0 Total 749 726 23 57 783 852 841 11 28 869 Total Approaches Approach 3,258 3,156 102 246 3,402 3,501 3,459 42 98 3,557 Departure 3,258 3,156 102 246 3,402 3,501 3,459 42 98 3,557 Total 6,516 6,312 204 492 6,804 7,002 6,918 84 196 7,114 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 8 Citrus Ave & Highland Ave NBL 124 0.9% 123 1 2 125 97 0.0% 97 0 0 97 NBT 512 3.9% 492 20 49 541 935 1.2% 924 11 24 948 NBR 115 6.7% 107 8 21 128 170 2.6% 166 4 12 178 SBL 429 1.3% 423 6 14 437 336 1.4% 331 5 10 341 SBT 1,004 3.8% 966 38 96 1,062 646 1.1% 639 7 18 657 SBR 126 5.0% 120 6 13 133 191 0.6% 190 1 2 192 EBL 228 1.3% 225 3 7 232 198 0.0% 198 0 0 198 EBT 576 1.4% 568 8 16 584 597 0.8% 592 5 13 605 EBR 172 1.1% 170 2 4 174 60 0.0% 60 0 0 60 WBL 168 1.2% 166 2 4 170 181 0.9% 179 2 4 183 WBT 395 1.6% 389 6 12 401 384 0.0% 384 0 0 384 WBR 308 1.8% 302 6 14 316 514 1.7% 505 9 18 523 North Leg rming Approach 1,559 1,509 50 123 1,632 1,173 1,160 13 30 1,190 Departure 1,048 1,019 29 70 1,089 1,647 1,627 20 42 1,669 Total 2,607 2,528 79 193 2,721 2,820 2,787 33 72 2,859 South Leg Approach 751 722 29 72 794 1,202 1,187 15 36 1,223 Departure 1,344 1,302 42 104 1,406 887 878 9 22 900 Total 2,095 2,024 71 176 2,200 2,089 2,065 24 58 2,123 East Leg Approach 871 857 14 30 887 1,079 1,068 11 22 1,090 Departure 1,120 1,098 22 51 1,149 1,103 1,089 14 35 1,124 Total 1,991 1,955 36 81 2,036 2,182 2,157 25 57 2,214 West Leg Approach 976 963 13 27 990 855 850 5 13 863 Departure 645 632 13 27 659 672 671 1 2 673 Total 1,621 1,595 26 54 1,649 1,527 1,521 6 15 1,536 Total Approaches Approach 4,157 4,051 106 252 4,303 4,309 4,265 44 101 4,366 Departure 4,157 4,051 106 252 4,303 4,309 4,265 44 101 4,366 Total 8,314 8,102 212 504 8,606 8,618 8,530 88 202 8,732 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE Total Total Total Truck Pass. Truck PCE Total Truck Pass. Truck PCE Veh. % Veh. Truck PCE Vol Veh. % Veh. Truck PCE Vol Table C-7: Future Build-out Year (2050) PCE Peak Hour Volume Summary AM Peak Hour PM Peak Hour 9 Citrus Ave & Walnut St NBL 38 7.3% 35 3 6 41 59 0.0% 59 0 0 59 NBT 631 4.7% 601 30 67 668 1,077 1.9% 1,057 20 43 1,100 NBR 116 6.9% 108 8 17 125 64 3.4% 62 2 4 66 SBL 74 3.6% 71 3 6 77 53 0.0% 53 0 0 53 SBT 1,125 5.5% 1,063 62 148 1,211 730 2.2% 714 16 33 747 SBR 152 2.8% 148 4 8 156 86 0.0% 86 0 0 86 EBL 87 3.5% 84 3 7 91 77 0.0% 77 0 0 77 EBT 101 0.0% 101 0 0 101 90 0.0% 90 0 0 90 EBR 33 12.9% 29 4 9 38 24 0.0% 24 0 0 24 WBL 60 7.0% 56 4 8 64 5 40.0% 3 2 4 7 WBT 133 0.0% 133 0 0 133 56 2.0% 55 1 2 57 WBR 85 1.2% 84 1 2 86 33 2.8% 32 1 2 34 North Leg Approach 1,351 1,282 69 162 1,444 869 853 16 33 886 Departure 803 769 34 76 845 1,187 1,166 21 45 1,211 Total 2,154 2,051 103 238 2,289 2,056 2,019 37 78 2,097 South Leg Approach 785 744 41 90 834 1,200 1,178 22 47 1,225 Departure 1,218 1,148 70 165 1,313 759 741 18 37 778 Total 2,003 1,892 111 255 2,147 1,959 1,919 40 84 2,003 East Leg Approach 278 273 5 10 283 94 90 4 8 98 Departure 291 280 11 23 303 207 205 2 4 209 Total 569 553 16 33 586 301 295 6 12 307 West Leg Approach 221 214 7 16 230 191 191 0 0 191 Departure 323 316 7 14 330 201 200 1 2 202 Total 544 530 14 30 560 392 391 1 2 393 Total Approaches Approach 2,635 2,513 122 278 2,791 2,354 2,312 42 88 2,400 Departure 2,635 2,513 122 278 2,791 2,354 2,312 42 88 2,400 Total 5,270 5,026 244 556 5,582 4,708 4,624 84 176 4,800 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 PCE the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP 1 . Beech Ave & Highland Ave NBL 45 44 45 34 24 34 NBT 580 555 580 596 370 596 NBR 88 73 88 108 77 108 SBL 125 49 125 173 105 173 SBT 584 415 584 456 395 456 SBR 271 126 271 115 70 115 EBL 146 109 146 169 72 169 EBT 286 184 286 633 308 633 EBR 12 0 12 4 3 4 WBL 89 89 89 99 87 99 WBT 310 203 310 225 138 225 WBR 112 72 112 109 59 109 North Leg Approach 980 590 980 744 570 744 Departure 838 736 838 874 501 874 Total 1,818 1,326 1,818 1,618 1,071 1,618 South Leg Approach 713 672 713 738 471 738 Departure 685 504 685 559 485 559 Total 1,398 1,176 1,398 1,297 956 1,297 East Leg Approach 511 364 511 433 284 433 Departure 499 306 499 914 490 914 Total 1,010 670 1,010 1,347 774 1,347 West Leg Approach 444 293 444 806 383 806 Departure 626 373 626 374 232 374 Total 1,070 666 1,070 1,180 615 1,180 Total Approaches Approach 2,648 1,919 2,648 2,721 1,708 2,721 Departure 2,648 1,919 2,648 2,721 1,708 2,721 Total 5,296 3,838 5,296 5,442 3,416 5,442 Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 2 . Beech Ave & Walnut St NBL 43 20 43 24 19 24 NBT 431 383 431 686 413 686 NBR 7 7 7 50 39 50 SBL 38 18 38 68 57 68 SBT 521 332 521 470 382 470 SBR 44 9 44 24 21 24 EBL 51 43 51 63 44 63 EBT 31 32 34 90 80 90 EBR 11 15 16 27 23 27 WBL 19 31 33 18 17 18 WBT 93 49 93 36 37 39 WBR 44 44 44 56 43 56 North Leg Approach 603 359 603 562 460 562 Departure 526 470 526 805 500 805 Total 1,129 829 1,129 1,367 960 1,367 South Leg Approach 481 410 481 760 471 760 Departure 551 378 569 515 422 515 Total 1,032 788 1,050 1,275 893 1,275 East Leg Approach 156 124 170 110 97 113 Departure 76 57 79 208 176 208 Total 232 181 248 318 273 321 West Leg Approach 93 90 100 180 147 180 Departure 180 78 180 84 77 87 Total 273 168 280 264 224 267 Total Approaches Approach 1,333 983 1,354 1,612 1,175 1,615 Departure 1,333 983 1,354 1,612 1,175 1,615 Total 2,666 1,966 2,708 3,224 2,350 3,230 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 3 . Tailwind Ln & Walnut St NBL 41 41 41 9 9 9 NBT 1 1 1 1 1 1 NBR 157 157 157 22 22 22 SBL 12 12 12 6 6 6 SBT 1 1 1 0 0 0 SBR 14 14 14 22 22 22 EBL 7 7 7 22 22 22 EBT 80 61 80 169 137 169 EBR 9 9 9 14 14 14 WBL 55 55 55 23 23 23 WBT 141 107 141 93 81 93 WBR 6 6 6 19 19 19 North Leg Approach 27 27 27 28 28 28 Departure 14 14 14 42 42 42 Total 41 41 41 70 70 70 South Leg Approach 199 199 199 32 32 32 Departure 65 65 65 37 37 37 Total 264 264 264 69 69 69 East Leg Approach 202 168 202 135 123 135 Departure 249 230 249 197 165 197 Total 451 398 451 332 288 332 West Leg Approach 96 77 96 205 173 205 Departure 196 162 196 124 112 124 Total 292 239 292 329 285 329 Total Approaches Approach 524 471 524 400 356 400 Departure 524 471 524 400 356 400 Total 1,048 942 1,048 800 712 800 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 4 . Knox Ave & Highland Ave NBL 2 2 2 0 0 0 NBT 0 0 0 0 0 0 NBR 4 4 4 1 1 1 SBL 368 199 368 158 98 158 SBT 0 0 0 0 0 0 SBR 100 70 100 67 81 85 EBL 44 44 44 102 81 102 EBT 461 250 461 759 387 759 EBR 2 2 2 0 0 0 WBL 0 0 0 2 2 2 WBT 335 209 335 377 224 377 WBR 340 302 340 236 112 236 North Leg Approach 468 269 468 225 179 243 Departure 384 346 384 338 193 338 Total 852 615 852 563 372 581 South Leg Approach 6 6 6 1 1 1 Departure 2 2 2 2 2 2 Total 8 8 8 3 3 3 East Leg Approach 675 511 675 615 338 615 Departure 833 453 833 918 486 918 Total 1,508 964 1,508 1,533 824 1,533 West Leg Approach 507 296 507 861 468 861 Departure 437 281 437 444 305 462 Total 944 577 944 1,305 773 1,323 Total Approaches Approach 1,656 1,082 1,656 1,702 986 1,720 Departure 1,656 1,082 1,656 1,702 986 1,720 Total 3,312 2,164 3,312 3,404 1,972 3,440 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 6 . Citrus Ave & SR-210 WB Ramps NBL 230 273 287 382 376 382 NBT 647 769 807 1,314 1,068 1,314 NBR 0 0 0 0 0 0 SBL 0 0 0 0 0 0 SBT 1,083 755 1,083 677 687 721 SBR 470 287 470 384 350 384 EBL 0 0 0 0 0 0 EBT 0 0 0 0 0 0 EBR 0 0 0 0 0 0 WBL 455 381 455 357 361 379 WBT 10 7 10 4 4 4 WBR 424 311 424 477 357 477 North Leg Approach 1,553 1,042 1,553 1,061 1,037 1,105 Departure 1,071 1,080 1,231 1,791 1,425 1,791 Total 2,624 2,122 2,784 2,852 2,462 2,896 South Leg Approach 877 1,042 1,094 1,696 1,444 1,696 Departure 1,538 1,136 1,538 1,034 1,048 1,100 Total 2,415 2,178 2,632 2,730 2,492 2,796 East Leg Approach 889 699 889 838 722 860 Departure 0 0 0 0 0 0 Total 889 699 889 838 722 860 West Leg Approach 0 0 0 0 0 0 Departure 710 567 767 770 730 770 Total 710 567 767 770 730 770 Total Approaches Approach 3,319 2,783 3,536 3,595 3,203 3,661 Departure 3,319 2,783 3,536 3,595 3,203 3,661 Total 6,638 5,566 7,072 7,190 6,406 7,323 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 7 . Citrus Ave & SR-210 EB Ramps NBL 0 0 0 0 0 0 NBT 577 755 793 1,232 1,023 1,232 NBR 467 467 467 436 367 436 SBL 424 297 424 199 204 214 SBT 1,151 839 1,151 821 844 886 SBR 0 0 0 0 0 0 EBL 284 287 301 496 421 496 EBT 3 3 3 2 2 2 EBR 496 398 496 371 321 371 WBL 0 0 0 0 0 0 WBT 0 0 0 0 0 0 WBR 0 0 0 0 0 0 North Leg Approach 1,575 1,136 1,575 1,020 1,048 1,100 Departure 861 1,042 1,094 1,728 1,444 1,728 Total 2,436 2,178 2,669 2,748 2,492 2,828 South Leg Approach 1,044 1,222 1,260 1,668 1,390 1,668 Departure 1,647 1,237 1,647 1,192 1,165 1,257 Total 2,691 2,459 2,907 2,860 2,555 2,925 East Leg Approach 0 0 0 0 0 0 Departure 894 767 894 637 573 652 Total 894 767 894 637 573 652 West Leg Approach 783 688 800 869 744 869 Departure 0 0 0 0 0 0 Total 783 688 800 869 744 869 Total Approaches Approach 3,402 3,046 3,635 3,557 3,182 3,637 Departure 3,402 3,046 3,635 3,557 3,182 3,637 Total 6,804 6,092 7,270 7,114 6,364 7,275 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 8 . Citrus Ave & Highland Ave NBL 125 111 125 97 58 97 NBT 541 705 740 948 870 948 NBR 128 83 128 178 81 178 SBL 437 307 437 341 226 341 SBT 1,062 802 1,062 657 772 811 SBR 133 128 133 192 168 192 EBL 232 231 232 198 163 198 EBT 584 292 584 605 245 605 EBR 174 93 174 60 43 60 WBL 170 83 170 183 109 183 WBT 401 248 401 384 170 384 WBR 316 286 316 523 357 523 North Leg Approach 1,632 1,237 1,632 1,190 1,166 1,344 Departure 1,089 1,222 1,288 1,669 1,390 1,669 Total 2,721 2,459 2,920 2,859 2,556 3,013 South Leg Approach 794 899 993 1,223 1,009 1,223 Departure 1,406 978 1,406 900 924 1,054 Total 2,200 1,877 2,399 2,123 1,933 2,277 East Leg Approach 887 617 887 1,090 636 1,090 Departure 1,149 682 1,149 1,124 552 1,124 Total 2,036 1,299 2,036 2,214 1,188 2,214 West Leg Approach 990 616 990 863 451 863 Departure 659 487 659 673 396 673 Total 1,649 1,103 1,649 1,536 847 1,536 Total Approaches Approach 4,303 3,369 4,502 4,366 3,262 4,520 Departure 4,303 3,369 4,502 4,366 3,262 4,520 Total 8,606 6,738 9,005 8,732 6,524 9,039 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison the transportation solutions company... 2,050 Year 2,050 2,050 Year 2,050 PCE 2,024 Adj. PCE 2,024 Adj. Volumes NP Volumes NP Table C-8: Future Build-out Year (2050) Volume Comparison PM Peak HourAM Peak Hour 9 . Citrus Ave & Walnut St NBL 41 44 46 59 39 59 NBT 668 720 756 1,100 865 1,100 NBR 125 141 148 66 61 66 SBL 77 57 77 53 58 61 SBT 1,211 822 1,211 747 704 747 SBR 156 110 156 86 67 86 EBL 91 89 91 77 50 77 EBT 101 104 109 90 69 90 EBR 38 36 38 24 16 24 WBL 64 61 64 7 7 7 WBT 133 132 133 57 52 57 WBR 86 86 86 34 37 39 North Leg Approach 1,444 989 1,444 886 829 894 Departure 845 895 933 1,211 952 1,216 Total 2,289 1,884 2,377 2,097 1,781 2,110 South Leg Approach 834 905 950 1,225 965 1,225 Departure 1,313 919 1,313 778 727 778 Total 2,147 1,824 2,263 2,003 1,692 2,003 East Leg Approach 283 279 283 98 96 103 Departure 303 302 334 209 188 217 Total 586 581 617 307 284 320 West Leg Approach 230 229 238 191 135 191 Departure 330 286 335 202 158 202 Total 560 515 573 393 293 393 Total Approaches Approach 2,791 2,402 2,915 2,400 2,025 2,413 Departure 2,791 2,402 2,915 2,400 2,025 2,413 Total 5,582 4,804 5,831 4,800 4,050 4,826 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM Comparison Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume 6 NBL 287 5 292 382 7 389 NBT 807 13 820 1,314 26 1,340 NBR 0 0 0 0 SBL 0 0 0 0 SBT 1,083 19 1,102 721 40 761 SBR 470 470 384 384 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 455 8 463 379 21 400 WBT 10 10 4 4 WBR 424 424 477 477 North Leg Approach 1,553 19 1,572 1,105 40 1,145 Departure 1,231 13 1,244 1,791 26 1,817 Total 2,784 32 2,816 2,896 66 2,962 South Leg Approach 1,094 18 1,112 1,696 33 1,729 Departure 1,538 27 1,565 1,100 61 1,161 Total 2,632 45 2,677 2,796 94 2,890 East Leg Approach 889 8 897 860 21 881 Departure 0 0 0 0 0 0 Total 889 8 897 860 21 881 West Leg Approach 0 0 0 0 0 0 Departure 767 5 772 770 7 777 Total 767 5 772 770 7 777 Total Approaches Approach 3,536 45 3,581 3,661 94 3,755 Departure 3,536 45 3,581 3,661 94 3,755 Total 7,072 90 7,162 7,323 188 7,511 Citrus Ave & SR-210 WB Ramps Walnut Street and Highland Avenue Residential Table C-9 Volume Balancing For Future Build-out Year (2050) Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 1/24/2025 (R:\LEW432\Traffic\Balance 2045\6-7) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume Walnut Street and Highland Avenue Residential Table C-9 Volume Balancing For Future Build-out Year (2050) Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 7 NBL 0 0 0 0 NBT 811 811 1,233 1,233 NBR 478 478 436 436 SBL 424 424 214 214 SBT 1,141 1,141 947 947 SBR 0 0 0 0 EBL 301 301 496 496 EBT 3 3 2 2 EBR 491 491 396 396 WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 North Leg Approach 1,565 0 1,565 1,161 0 1,161 Departure 1,112 0 1,112 1,729 0 1,729 Total 2,677 0 2,677 2,890 0 2,890 South Leg Approach 1,289 0 1,289 1,669 0 1,669 Departure 1,632 0 1,632 1,343 0 1,343 Total 2,921 0 2,921 3,012 0 3,012 East Leg Approach 0 0 0 0 0 0 Departure 905 0 905 652 0 652 Total 905 0 905 652 0 652 West Leg Approach 795 0 795 894 0 894 Departure 0 0 0 0 0 0 Total 795 0 795 894 0 894 Total Approaches Approach 3,649 0 3,649 3,724 0 3,724 Departure 3,649 0 3,649 3,724 0 3,724 Total 7,298 0 7,298 7,449 0 7,449 Citrus Ave & SR-210 EB Ramps 1/24/2025 (R:\LEW432\Traffic\Balance 2045\6-7) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume 7 NBL 0 0 0 0 NBT 793 18 811 1,232 1 1,233 NBR 467 11 478 436 436 SBL 424 424 214 214 SBT 1,151 -10 1,141 886 61 947 SBR 0 0 0 0 EBL 301 301 496 496 EBT 3 3 2 2 EBR 496 -5 491 371 25 396 WBL 0 0 0 0 WBT 0 0 0 0 WBR 0 0 0 0 North Leg Approach 1,575 -10 1,565 1,100 61 1,161 Departure 1,094 18 1,112 1,728 1 1,729 Total 2,669 8 2,677 2,828 62 2,890 South Leg Approach 1,260 29 1,289 1,668 1 1,669 Departure 1,647 -15 1,632 1,257 86 1,343 Total 2,907 14 2,921 2,925 87 3,012 East Leg Approach 0 0 0 0 0 0 Departure 894 11 905 652 0 652 Total 894 11 905 652 0 652 West Leg Approach 800 -5 795 869 25 894 Departure 0 0 0 0 0 0 Total 800 -5 795 869 25 894 Total Approaches Approach 3,635 14 3,649 3,637 87 3,724 Departure 3,635 14 3,649 3,637 87 3,724 Total 7,270 28 7,298 7,275 174 7,449 Citrus Ave & SR-210 EB Ramps Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Future Build-out Year (2050) Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 1/24/2025 (R:\LEW432\Traffic\Balance 2045\7-8) Model Balanced Model Balanced Volume Adjust.Volume Volume Adjust.Volume Walnut Street and Highland Avenue Residential Table C-3 Volume Balancing For Future Build-out Year (2050) Conditions To Maintain Consistent Flow of Vehicles A.M. Peak Hour Volumes P.M. Peak Hour Volumes 8 NBL 125 125 97 97 NBT 740 740 948 948 NBR 128 128 178 178 SBL 437 437 341 341 SBT 1,062 1,062 811 811 SBR 133 133 192 192 EBL 232 232 198 198 EBT 584 584 605 605 EBR 174 174 60 60 WBL 170 170 183 183 WBT 401 401 384 384 WBR 316 316 523 523 North Leg Approach 1,632 0 1,632 1,344 0 1,344 Departure 1,288 0 1,288 1,669 0 1,669 Total 2,920 0 2,920 3,013 0 3,013 South Leg Approach 993 0 993 1,223 0 1,223 Departure 1,406 0 1,406 1,054 0 1,054 Total 2,399 0 2,399 2,277 0 2,277 East Leg Approach 887 0 887 1,090 0 1,090 Departure 1,149 0 1,149 1,124 0 1,124 Total 2,036 0 2,036 2,214 0 2,214 West Leg Approach 990 0 990 863 0 863 Departure 659 0 659 673 0 673 Total 1,649 0 1,649 1,536 0 1,536 Total Approaches Approach 4,502 0 4,502 4,520 0 4,520 Departure 4,502 0 4,502 4,520 0 4,520 Total 9,005 0 9,005 9,039 0 9,039 Citrus Ave & Highland Ave 1/24/2025 (R:\LEW432\Traffic\Balance 2045\7-8) the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP 1 . Beech Ave & Highland Ave NBL 45 0 45 34 0 34 NBT 580 0 580 596 0 596 NBR 88 0 88 108 0 108 SBL 125 6 131 173 19 192 SBT 584 0 584 456 0 456 SBR 271 0 271 115 0 115 EBL 146 0 146 169 0 169 EBT 286 6 292 633 19 652 EBR 12 0 12 4 0 4 WBL 89 0 89 99 0 99 WBT 310 17 327 225 11 236 WBR 112 17 129 109 11 120 North Leg Approach 980 6 986 744 19 763 Departure 838 17 855 874 11 885 Total 1,818 23 1,841 1,618 30 1,648 South Leg Approach 713 0 713 738 0 738 Departure 685 0 685 559 0 559 Total 1,398 0 1,398 1,297 0 1,297 East Leg Approach 511 34 545 433 22 455 Departure 499 12 511 914 38 952 Total 1,010 46 1,056 1,347 60 1,407 West Leg Approach 444 6 450 806 19 825 Departure 626 17 643 374 11 385 Total 1,070 23 1,093 1,180 30 1,210 Total Approaches Approach 2,648 46 2,694 2,721 60 2,781 Departure 2,648 46 2,694 2,721 60 2,781 Total 5,296 92 5,388 5,442 120 5,562 Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 2 . Beech Ave & Walnut St NBL 43 0 43 24 0 24 NBT 431 0 431 686 0 686 NBR 7 6 13 50 19 69 SBL 38 0 38 68 0 68 SBT 521 0 521 470 0 470 SBR 44 0 44 24 0 24 EBL 51 0 51 63 0 63 EBT 34 6 40 90 19 109 EBR 16 0 16 27 0 27 WBL 33 17 50 18 11 29 WBT 93 17 110 39 11 50 WBR 44 0 44 56 0 56 North Leg Approach 603 0 603 562 0 562 Departure 526 0 526 805 0 805 Total 1,129 0 1,129 1,367 0 1,367 South Leg Approach 481 6 487 760 19 779 Departure 569 17 586 515 11 526 Total 1,050 23 1,073 1,275 30 1,305 East Leg Approach 170 34 204 113 22 135 Departure 79 12 91 208 38 246 Total 248 46 294 321 60 381 West Leg Approach 100 6 106 180 19 199 Departure 180 17 197 87 11 98 Total 280 23 303 267 30 297 Total Approaches Approach 1,354 46 1,400 1,615 60 1,675 Departure 1,354 46 1,400 1,615 60 1,675 Total 2,708 92 2,800 3,230 120 3,350 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 3 . Tailwind Ln & Walnut St NBL 41 0 41 9 0 9 NBT 101 101 NBR 157 0 157 22 0 22 SBL 12 0 12 6 0 6 SBT 101 000 SBR 14 0 14 22 0 22 EBL 7 0 7 22 0 22 EBT 80 11 91 169 37 206 EBR 9 0 9 14 0 14 WBL 55 0 55 23 0 23 WBT 141 34 175 93 22 115 WBR 6 0 6 19 0 19 North Leg Approach 27 0 27 28 0 28 Departure 14 0 14 42 0 42 Total 41 0 41 70 0 70 South Leg Approach 199 0 199 32 0 32 Departure 65 0 65 37 0 37 Total 264 0 264 69 0 69 East Leg Approach 202 34 236 135 22 157 Departure 249 11 260 197 37 234 Total 451 45 496 332 59 391 West Leg Approach 96 11 107 205 37 242 Departure 196 34 230 124 22 146 Total 292 45 337 329 59 388 Total Approaches Approach 524 45 569 400 59 459 Departure 524 45 569 400 59 459 Total 1,048 90 1,138 800 118 918 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 4 . Knox Ave & Highland Ave NBL 2 34 36 0 22 22 NBT 088 066 NBR 4 34 38 1 22 23 SBL 368 0 368 158 0 158 SBT 033 099 SBR 100 0 100 85 0 85 EBL 44 0 44 102 0 102 EBT 461 0 461 759 0 759 EBR 2 11 13 0 37 37 WBL 0 11 11 2 37 39 WBT 335 0 335 377 0 377 WBR 340 0 340 236 0 236 North Leg Approach 468 3 471 243 9 252 Departure 384 8 392 338 6 344 Total 852 11 863 581 15 596 South Leg Approach 6 76 82 1 50 51 Departure 2 25 27 2 83 85 Total 8 101 109 3 133 136 East Leg Approach 675 11 686 615 37 652 Departure 833 34 867 918 22 940 Total 1,508 45 1,553 1,533 59 1,592 West Leg Approach 507 11 518 861 37 898 Departure 437 34 471 462 22 484 Total 944 45 989 1,323 59 1,382 Total Approaches Approach 1,656 101 1,757 1,720 133 1,853 Departure 1,656 101 1,757 1,720 133 1,853 Total 3,312 202 3,514 3,440 266 3,706 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 5 . Knox Ave & Walnut St NBL 000 000 NBT 000 000 NBR 000 000 SBL 0 59 59 0 39 39 SBT 000 000 SBR 0 34 34 0 22 22 EBL 0 11 11 0 37 37 EBT 249 0 249 197 0 197 EBR 000 000 WBL 000 000 WBT 202 0 202 135 0 135 WBR 0 20 20 0 65 65 North Leg Approach 0 93 93 0 61 61 Departure 0 31 31 0 102 102 Total 0 124 124 0 163 163 South Leg Approach 0 0 0 0 0 0 Departure 0 0 0 0 0 0 Total 0 0 0 0 0 0 East Leg Approach 202 20 222 135 65 200 Departure 249 59 308 197 39 236 Total 451 79 530 332 104 436 West Leg Approach 249 11 260 197 37 234 Departure 202 34 236 135 22 157 Total 451 45 496 332 59 391 Total Approaches Approach 451 124 575 332 163 495 Departure 451 124 575 332 163 495 Total 902 248 1,150 664 326 990 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 6 . Citrus Ave & SR-210 WB Ramps NBL 292 17 309 389 11 400 NBT 820 8 828 1,340 6 1,346 NBR 000 000 SBL 000 000 SBT 1,102 3 1,105 761 9 770 SBR 470 0 470 384 0 384 EBL 000 000 EBT 000 000 EBR 000 000 WBL 463 14 477 400 47 447 WBT 10 0 10 4 0 4 WBR 424 0 424 477 0 477 North Leg Approach 1,572 3 1,575 1,145 9 1,154 Departure 1,244 8 1,252 1,817 6 1,823 Total 2,816 11 2,827 2,962 15 2,977 South Leg Approach 1,112 25 1,137 1,729 17 1,746 Departure 1,565 17 1,582 1,161 56 1,217 Total 2,677 42 2,719 2,890 73 2,963 East Leg Approach 897 14 911 881 47 928 Departure 0 0 0 0 0 0 Total 897 14 911 881 47 928 West Leg Approach 0 0 0 0 0 0 Departure 772 17 789 777 11 788 Total 772 17 789 777 11 788 Total Approaches Approach 3,581 42 3,623 3,755 73 3,828 Departure 3,581 42 3,623 3,755 73 3,828 Total 7,162 84 7,246 7,511 146 7,657 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 7 . Citrus Ave & SR-210 EB Ramps NBL 000 000 NBT 811 25 836 1,233 17 1,250 NBR 478 42 520 436 28 464 SBL 424 0 424 214 0 214 SBT 1,141 17 1,158 947 56 1,003 SBR 000 000 EBL 301 0 301 496 0 496 EBT 303 202 EBR 491 6 497 396 19 415 WBL 000 000 WBT 000 000 WBR 000 000 North Leg Approach 1,565 17 1,582 1,161 56 1,217 Departure 1,112 25 1,137 1,729 17 1,746 Total 2,677 42 2,719 2,890 73 2,963 South Leg Approach 1,289 67 1,356 1,669 45 1,714 Departure 1,632 23 1,655 1,343 75 1,418 Total 2,921 90 3,011 3,012 120 3,132 East Leg Approach 0 0 0 0 0 0 Departure 905 42 947 652 28 680 Total 905 42 947 652 28 680 West Leg Approach 795 6 801 894 19 913 Departure 0 0 0 0 0 0 Total 795 6 801 894 19 913 Total Approaches Approach 3,649 90 3,739 3,724 120 3,844 Departure 3,649 90 3,739 3,724 120 3,844 Total 7,298 180 7,478 7,449 240 7,689 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 8 . Citrus Ave & Highland Ave NBL 125 0 125 97 0 97 NBT 740 42 782 948 28 976 NBR 128 0 128 178 0 178 SBL 437 0 437 341 0 341 SBT 1,062 14 1,076 811 47 858 SBR 133 9 142 192 28 220 EBL 232 25 257 198 17 215 EBT 584 8 592 605 6 611 EBR 174 0 174 60 0 60 WBL 170 0 170 183 0 183 WBT 401 3 404 384 9 393 WBR 316 0 316 523 0 523 North Leg Approach 1,632 23 1,655 1,344 75 1,419 Departure 1,288 67 1,355 1,669 45 1,714 Total 2,920 90 3,010 3,013 120 3,133 South Leg Approach 993 42 1,035 1,223 28 1,251 Departure 1,406 14 1,420 1,054 47 1,101 Total 2,399 56 2,455 2,277 75 2,352 East Leg Approach 887 3 890 1,090 9 1,099 Departure 1,149 8 1,157 1,124 6 1,130 Total 2,036 11 2,047 2,214 15 2,229 West Leg Approach 990 33 1,023 863 23 886 Departure 659 12 671 673 37 710 Total 1,649 45 1,694 1,536 60 1,596 Total Approaches Approach 4,502 101 4,603 4,520 135 4,655 Departure 4,502 101 4,603 4,520 135 4,655 Total 9,005 202 9,207 9,039 270 9,309 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Year Year Year Year 2,050 Project 2,050 2,050 Project 2,050 NP Trips WP NP Trips WP Table C-10: Future Build-out Year (2050) Peak Hour Volume Summary 9 . Citrus Ave & Walnut St NBL 46 3 49 59 9 68 NBT 756 0 756 1,100 0 1,100 NBR 148 0 148 66 0 66 SBL 77 0 77 61 0 61 SBT 1,211 0 1,211 747 0 747 SBR 156 14 170 86 47 133 EBL 91 42 133 77 28 105 EBT 109 8 117 90 6 96 EBR 38 8 46 24 6 30 WBL 64 0 64 7 0 7 WBT 133 3 136 57 9 66 WBR 86 0 86 39 0 39 North Leg Approach 1,444 14 1,458 894 47 941 Departure 933 42 975 1,216 28 1,244 Total 2,377 56 2,433 2,110 75 2,185 South Leg Approach 950 3 953 1,225 9 1,234 Departure 1,313 8 1,321 778 6 784 Total 2,263 11 2,274 2,003 15 2,018 East Leg Approach 283 3 286 103 9 112 Departure 334 8 342 217 6 223 Total 617 11 628 320 15 335 West Leg Approach 238 58 296 191 40 231 Departure 335 20 355 202 65 267 Total 573 78 651 393 105 498 Total Approaches Approach 2,915 78 2,993 2,413 105 2,518 Departure 2,915 78 2,993 2,413 105 2,518 Total 5,831 156 5,987 4,826 210 5,036 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\2050 TM the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP 1.Beech Ave & Highland Ave NBL 44 45 1 0 44 0 44 24 34 10 1 25 0 25 NBT 555 580 25 2 557 0 557 370 596 226 17 387 0 387 NBR 73 88 15 1 74 0 74 77 108 31 2 79 0 79 SBL 49 125 76 6 55 6 61 105 173 68 5 110 19 129 SBT 415 584 169 13 428 0 428 395 456 61 5 400 0 400 SBR 126 271 145 11 137 0 137 70 115 45 3 73 0 73 EBL 109 146 37 3 112 0 112 72 169 97 7 79 0 79 EBT 184 286 102 8 192 6 198 308 633 325 25 333 19 352 EBR 012121101 3410303 WBL 89 89 0 0 89 0 89 87 99 12 1 88 0 88 WBT 203 310 107 8 211 17 228 138 225 87 7 145 11 156 WBR 72 112 40 3 75 17 92 59 109 50 4 63 11 74 North Leg Approach 590 980 390 30 620 6 626 570 744 174 13 583 19 602 Departure 736 838 102 8 744 17 761 501 874 373 29 530 11 541 Total 1,326 1,818 492 38 1,364 23 1,387 1,071 1,618 547 42 1,113 30 1,143 South Leg Approach 672 713 41 3 675 0 675 471 738 267 21 492 0 492 Departure 504 685 181 14 518 0 518 485 559 74 6 491 0 491 Total 1,176 1,398 222 17 1,193 0 1,193 956 1,297 341 26 982 0 982 East Leg Approach 364 511 147 11 375 34 409 284 433 149 11 295 22 317 Departure 306 499 193 15 321 12 333 490 914 424 33 523 38 561 Total 670 1,010 340 26 696 46 742 774 1,347 573 44 818 60 878 West Leg Approach 293 444 151 12 305 6 311 383 806 423 33 416 19 435 Departure 373 626 253 19 392 17 409 232 374 142 11 243 11 254 Total 666 1,070 404 31 697 23 720 615 1,180 565 43 658 30 688 Total Approaches Approach 1,919 2,648 729 56 1,975 46 2,021 1,708 2,721 1,013 78 1,786 60 1,846 Departure 1,919 2,648 729 56 1,975 46 2,021 1,708 2,721 1,013 78 1,786 60 1,846 Total 3,838 5,296 1,458 112 3,950 92 4,042 3,416 5,442 2,026 156 3,572 120 3,692 AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 2.Beech Ave & Walnut St NBL 20 43 23 2 22 0 22 19 24 5 0 19 0 19 NBT 383 431 48 4 387 0 387 413 686 273 21 434 0 434 NBR 77007613 3950111401959 SBL 18 38 20 2 20 0 20 57 68 11 1 58 0 58 SBT 332 521 189 15 347 0 347 382 470 88 7 389 0 389 SBR 9 44 35 3 12 0 12 21 24 3 0 21 0 21 EBL 43 51 8 1 44 0 44 44 63 19 1 45 0 45 EBT 32 34 2 0 32 6 38 80 90 10 1 81 19 100 EBR 15 16 1 0 15 0 15 23 27 4 0 23 0 23 WBL 31 33 2 0 31 17 48 17 18 1 0 17 11 28 WBT 499344 3 521769 3739 2 0 371148 WBR 44 44 0 0 44 0 44 43 56 13 1 44 0 44 North Leg Approach 359 603 244 19 378 0 378 460 562 102 8 468 0 468 Departure 470 526 56 4 474 0 474 500 805 305 23 523 0 523 Total 829 1,129 300 23 852 0 852 960 1,367 407 31 991 0 991 South Leg Approach 410 481 71 5 415 6 421 471 760 289 22 493 19 512 Departure 378 569 191 15 393 17 410 422 515 93 7 429 11 440 Total 788 1,050 262 20 808 23 831 893 1,275 382 29 922 30 952 East Leg Approach 124 170 46 4 128 34 162 97 113 16 1 98 22 120 Departure 57 79 22 2 59 12 71 176 208 32 2 178 38 216 Total 181 248 67 5 186 46 232 273 321 48 4 277 60 337 West Leg Approach 90 100 10 1 91 6 97 147 180 33 3 150 19 169 Departure 78 180 102 8 86 17 103 77 87 10 1 78 11 89 Total 168 280 112 9 177 23 200 224 267 43 3 227 30 257 Total Approaches Approach 983 1,354 371 29 1,012 46 1,058 1,175 1,615 440 34 1,209 60 1,269 Departure 983 1,354 371 29 1,012 46 1,058 1,175 1,615 440 34 1,209 60 1,269 Total 1,966 2,708 742 57 2,023 92 2,115 2,350 3,230 880 68 2,418 120 2,538 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 3.Tailwind Ln & Walnut St NBL 41410041041 9900909 NBT 1100101 1100101 NBR 157 157 0 0 157 0 157 22 22 0 0 22 0 22 SBL 12120012012 6600606 SBT 1100101 0000000 SBR 14 14 0 0 14 0 14 22 22 0 0 22 0 22 EBL 7700707 22220022022 EBT 61 80 19 1 62 11 73 137 169 32 2 139 37 176 EBR 9900909 14140014014 WBL 55 55 0 0 55 0 55 23 23 0 0 23 0 23 WBT 107 141 34 3 110 34 144 81 93 12 1 82 22 104 WBR 6600606 19190019019 North Leg Approach 27 27 0 0 27 0 27 28 28 0 0 28 0 28 Departure 14 14 0 0 14 0 14 42 42 0 0 42 0 42 Total 41 41 0 0 41 0 41 70 70 0 0 70 0 70 South Leg Approach 199 199 0 0 199 0 199 32 32 0 0 32 0 32 Departure 65 65 0 0 65 0 65 37 37 0 0 37 0 37 Total 264 264 0 0 264 0 264 69 69 0 0 69 0 69 East Leg Approach 168 202 34 3 171 34 205 123 135 12 1 124 22 146 Departure 230 249 19 1 231 11 242 165 197 32 2 167 37 204 Total 398 451 53 4 402 45 447 288 332 44 3 291 59 350 West Leg Approach 77 96 19 1 78 11 89 173 205 32 2 175 37 212 Departure 162 196 34 3 165 34 199 112 124 12 1 113 22 135 Total 239 292 53 4 243 45 288 285 329 44 3 288 59 347 Total Approaches Approach 471 524 53 4 475 45 520 356 400 44 3 359 59 418 Departure 471 524 53 4 475 45 520 356 400 44 3 359 59 418 Total 942 1,048 106 8 950 90 1,040 712 800 88 7 719 118 837 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 4.Knox Ave & Highland Ave NBL 220023436 000002222 NBT 0000088 0000066 NBR 440043438 110012223 SBL 199 368 169 13 212 0 212 98 158 60 5 103 0 103 SBT 0000033 0000099 SBR 70 100 30 2 72 0 72 81 85 4 0 81 0 81 EBL 44 44 0 0 44 0 44 81 102 21 2 83 0 83 EBT 250 461 211 16 266 0 266 387 759 372 29 416 0 416 EBR 220021113 000003737 WBL 000001111 220023739 WBT 209 335 126 10 219 0 219 224 377 153 12 236 0 236 WBR 302 340 38 3 305 0 305 112 236 124 10 122 0 122 North Leg Approach 269 468 199 15 284 3 287 179 243 64 5 184 9 193 Departure 346 384 38 3 349 8 357 193 338 145 11 204 6 210 Total 615 852 237 18 633 11 644 372 581 209 16 388 15 403 South Leg Approach 660067682 110015051 Departure 220022527 220028385 Total 88008101109 33003133136 East Leg Approach 511 675 164 13 524 11 535 338 615 277 21 359 37 396 Departure 453 833 380 29 482 34 516 486 918 432 33 519 22 541 Total 964 1,508 544 42 1,006 45 1,051 824 1,533 709 55 879 59 938 West Leg Approach 296 507 211 16 312 11 323 468 861 393 30 498 37 535 Departure 281 437 156 12 293 34 327 305 462 157 12 317 22 339 Total 577 944 367 28 605 45 650 773 1,323 550 42 815 59 874 Total Approaches Approach 1,082 1,656 574 44 1,126 101 1,227 986 1,720 734 56 1,042 133 1,175 Departure 1,082 1,656 574 44 1,126 101 1,227 986 1,720 734 56 1,042 133 1,175 Total 2,164 3,312 1,148 88 2,252 202 2,454 1,972 3,440 1,468 113 2,085 266 2,351 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 5.Knox Ave & Walnut St NBL 0000000 0000000 NBT 0000000 0000000 NBR 0000000 0000000 SBL 000005959 000003939 SBT 0000000 0000000 SBR 000003434 000002222 EBL 000001111 000003737 EBT 230 249 19 1 231 0 231 165 197 32 2 167 0 167 EBR 0000000 0000000 WBL 0000000 0000000 WBT 168 202 34 3 171 0 171 123 135 12 1 124 0 124 WBR 000002020 000006565 North Leg Approach 000009393 000006161 Departure 000003131 00000102102 Total 00000124124 00000163163 South Leg Approach 0000000 0000000 Departure 0000000 0000000 Total 0000000 0000000 East Leg Approach 168 202 34 3 171 20 191 123 135 12 1 124 65 189 Departure 230 249 19 1 231 59 290 165 197 32 2 167 39 206 Total 398 451 53 4 402 79 481 288 332 44 3 291 104 395 West Leg Approach 230 249 19 1 231 11 242 165 197 32 2 167 37 204 Departure 168 202 34 3 171 34 205 123 135 12 1 124 22 146 Total 398 451 53 4 402 45 447 288 332 44 3 291 59 350 Total Approaches Approach 398 451 53 4 402 124 526 288 332 44 3 291 163 454 Departure 398 451 53 4 402 124 526 288 332 44 3 291 163 454 Total 796 902 106 8 804 248 1,052 576 664 88 7 583 326 909 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 6.Citrus Ave & SR-210 WB Ramps NBL 273 292 19 1 274 17 291 376 389 13 1 377 11 388 NBT 769 820 51 4 773 8 781 1,068 1,340 272 21 1,089 6 1,095 NBR 0000000 0000000 SBL 0000000 0000000 SBT 755 1,102 347 27 782 3 785 687 761 74 6 693 9 702 SBR 287 470 183 14 301 0 301 350 384 34 3 353 0 353 EBL 0000000 0000000 EBT 0000000 0000000 EBR 0000000 0000000 WBL 381 463 82 6 387 14 401 361 400 39 3 364 47 411 WBT 71030707 4400404 WBR 311 424 113 9 320 0 320 357 477 120 9 366 0 366 North Leg Approach 1,042 1,572 530 41 1,083 3 1,086 1,037 1,145 108 8 1,045 9 1,054 Departure 1,080 1,244 164 13 1,093 8 1,101 1,425 1,817 392 30 1,455 6 1,461 Total 2,122 2,816 694 53 2,175 11 2,186 2,462 2,962 500 38 2,500 15 2,515 South Leg Approach 1,042 1,112 70 5 1,047 25 1,072 1,444 1,729 285 22 1,466 17 1,483 Departure 1,136 1,565 429 33 1,169 17 1,186 1,048 1,161 113 9 1,057 56 1,113 Total 2,178 2,677 499 38 2,216 42 2,258 2,492 2,890 398 31 2,523 73 2,596 East Leg Approach 699 897 198 15 714 14 728 722 881 159 12 734 47 781 Departure 0000000 0000000 Total 699 897 198 15 714 14 728 722 881 159 12 734 47 781 West Leg Approach 0000000 0000000 Departure 567 772 205 16 583 17 600 730 777 47 4 734 11 745 Total 567 772 205 16 583 17 600 730 777 47 4 734 11 745 Total Approaches Approach 2,783 3,581 798 61 2,844 42 2,886 3,203 3,755 552 42 3,245 73 3,318 Departure 2,783 3,581 798 61 2,844 42 2,886 3,203 3,755 552 42 3,245 73 3,318 Total 5,566 7,162 1,596 123 5,689 84 5,773 6,406 7,511 1,105 85 6,491 146 6,637 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 7.Citrus Ave & SR-210 EB Ramps NBL 0000000 0000000 NBT 755 811 56 4 759 25 784 1,023 1,233 210 16 1,039 17 1,056 NBR 467 478 11 1 468 42 510 367 436 69 5 372 28 400 SBL 297 424 127 10 307 0 307 204 214 10 1 205 0 205 SBT 839 1,141 302 23 862 17 879 844 947 103 8 852 56 908 SBR 0000000 0000000 EBL 287 301 14 1 288 0 288 421 496 75 6 427 0 427 EBT 3300303 2200202 EBR 398 491 93 7 405 6 411 321 396 75 6 327 19 346 WBL 0000000 0000000 WBT 0000000 0000000 WBR 0000000 0000000 North Leg Approach 1,136 1,565 429 33 1,169 17 1,186 1,048 1,161 113 9 1,057 56 1,113 Departure 1,042 1,112 70 5 1,047 25 1,072 1,444 1,729 285 22 1,466 17 1,483 Total 2,178 2,677 499 38 2,216 42 2,258 2,492 2,890 398 31 2,523 73 2,596 South Leg Approach 1,222 1,289 67 5 1,227 67 1,294 1,390 1,669 279 21 1,411 45 1,456 Departure 1,237 1,632 395 30 1,267 23 1,290 1,165 1,343 178 14 1,179 75 1,254 Total 2,459 2,921 462 36 2,495 90 2,585 2,555 3,012 457 35 2,590 120 2,710 East Leg Approach 0000000 0000000 Departure 767 905 138 11 778 42 820 573 652 79 6 579 28 607 Total 767 905 138 11 778 42 820 573 652 79 6 579 28 607 West Leg Approach 688 795 107 8 696 6 702 744 894 150 12 756 19 775 Departure 0000000 0000000 Total 688 795 107 8 696 6 702 744 894 150 12 756 19 775 Total Approaches Approach 3,046 3,649 603 46 3,092 90 3,182 3,182 3,724 542 42 3,224 120 3,344 Departure 3,046 3,649 603 46 3,092 90 3,182 3,182 3,724 542 42 3,224 120 3,344 Total 6,092 7,298 1,206 93 6,185 180 6,365 6,364 7,449 1,085 83 6,447 240 6,687 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 8.Citrus Ave & Highland Ave NBL 111 125 14 1 112 0 112 58 97 39 3 61 0 61 NBT 705 740 35 3 708 42 750 870 948 78 6 876 28 904 NBR 83 128 45 3 86 0 86 81 178 97 7 88 0 88 SBL 307 437 130 10 317 0 317 226 341 115 9 235 0 235 SBT 802 1,062 260 20 822 14 836 772 811 39 3 775 47 822 SBR 128 133 5 0 128 9 137 168 192 24 2 170 28 198 EBL 231 232 1 0 231 25 256 163 198 35 3 166 17 183 EBT 292 584 292 22 314 8 322 245 605 360 28 273 6 279 EBR 93 174 81 6 99 0 99 43 60 17 1 44 0 44 WBL 83 170 87 7 90 0 90 109 183 74 6 115 0 115 WBT 248 401 153 12 260 3 263 170 384 214 16 186 9 195 WBR 286 316 30 2 288 0 288 357 523 166 13 370 0 370 North Leg Approach 1,237 1,632 395 30 1,267 23 1,290 1,166 1,344 178 14 1,180 75 1,255 Departure 1,222 1,288 66 5 1,227 67 1,294 1,390 1,669 279 21 1,411 45 1,456 Total 2,459 2,920 461 35 2,494 90 2,584 2,556 3,013 457 35 2,591 120 2,711 South Leg Approach 899 993 94 7 906 42 948 1,009 1,223 214 16 1,025 28 1,053 Departure 978 1,406 428 33 1,011 14 1,025 924 1,054 130 10 934 47 981 Total 1,877 2,399 522 40 1,917 56 1,973 1,933 2,277 344 26 1,959 75 2,034 East Leg Approach 617 887 270 21 638 3 641 636 1,090 454 35 671 9 680 Departure 682 1,149 467 36 718 8 726 552 1,124 572 44 596 6 602 Total 1,299 2,036 737 57 1,356 11 1,367 1,188 2,214 1,026 79 1,267 15 1,282 West Leg Approach 616 990 374 29 645 33 678 451 863 412 32 483 23 506 Departure 487 659 172 13 500 12 512 396 673 277 21 417 37 454 Total 1,103 1,649 546 42 1,145 45 1,190 847 1,536 689 53 900 60 960 Total Approaches Approach 3,369 4,502 1,133 87 3,456 101 3,557 3,262 4,520 1,258 97 3,359 135 3,494 Departure 3,369 4,502 1,133 87 3,456 101 3,557 3,262 4,520 1,258 97 3,359 135 3,494 Total 6,738 9,005 2,267 174 6,912 202 7,114 6,524 9,039 2,515 193 6,717 270 6,987 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) the transportation solutions company... Existing 2,050 Exist-2050 Exist-2026 OY Project OY Existing 2,050 Exist-2050 Exist-2026 OY Project OY Total Total Growth Growth NP Trips WP Total Total Growth Growth NP Trips WP AM Peak Hour PM Peak Hour Table C-11: Opening Year (2026) Peak Hour Volume Summary 9.Citrus Ave & Walnut St NBL 44 46 2 0 44 3 47 39 59 20 2 41 9 50 NBT 720 756 36 3 723 0 723 865 1,100 235 18 883 0 883 NBR 141 148 7 1 142 0 142 61 66 5 0 61 0 61 SBL 57 77 20 2 59 0 59 58 61 3 0 58 0 58 SBT 822 1,211 389 30 852 0 852 704 747 43 3 707 0 707 SBR 110 156 46 4 114 14 128 67 86 19 1 68 47 115 EBL 89 91 2 0 89 42 131 50 77 27 2 52 28 80 EBT 104 109 5 0 104 8 112 69 90 21 2 71 6 77 EBR 36 38 2 0 36 8 44 16 24 8 1 17 6 23 WBL 61643061061 7700707 WBT 132 133 1 0 132 3 135 52 57 5 0 52 9 61 WBR 86 86 0 0 86 0 86 37 39 2 0 37 0 37 North Leg Approach 989 1,444 455 35 1,024 14 1,038 829 894 65 5 834 47 881 Departure 895 933 38 3 898 42 940 952 1,216 264 20 972 28 1,000 Total 1,884 2,377 493 38 1,922 56 1,978 1,781 2,110 329 25 1,806 75 1,881 South Leg Approach 905 950 45 3 908 3 911 965 1,225 260 20 985 9 994 Departure 919 1,313 394 30 949 8 957 727 778 51 4 731 6 737 Total 1,824 2,263 439 34 1,858 11 1,869 1,692 2,003 311 24 1,716 15 1,731 East Leg Approach 279 283 4 0 279 3 282 96 103 7 1 97 9 106 Departure 302 334 32 2 304 8 312 188 217 29 2 190 6 196 Total 581 617 36 3 584 11 595 284 320 36 3 287 15 302 West Leg Approach 229 238 9 1 230 58 288 135 191 56 4 139 40 179 Departure 286 335 49 4 290 20 310 158 202 44 3 161 65 226 Total 515 573 58 4 519 78 597 293 393 100 8 301 105 406 Total Approaches Approach 2,402 2,915 513 39 2,441 78 2,519 2,025 2,413 388 30 2,055 105 2,160 Departure 2,402 2,915 513 39 2,441 78 2,519 2,025 2,413 388 30 2,055 105 2,160 Total 4,804 5,831 1,027 79 4,883 156 5,039 4,050 4,826 776 60 4,110 210 4,320 P:\DP - Fontana Walnut Residential\Analysis v2\Analysis\OY TM (7/28/2025) Walnut Street and Highland Avenue Residential Traffic Impact Analysis July 2025 Appendix D APPENDIX D: LEVEL OF SERVICE WORKSHEETS HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 184 0 89 203 72 44 555 73 49 415 126 Future Volume (veh/h) 109 184 0 89 203 72 44 555 73 49 415 126 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 116 196 0 95 216 77 47 590 78 52 441 134 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000000 Cap, veh/h 178 440 196 175 434 191 149 2273 1000 154 2282 1018 Arrive On Green 0.10 0.12 0.00 0.10 0.12 0.12 0.08 0.63 0.63 0.09 0.63 0.63 Sat Flow, veh/h 1810 3610 1610 1810 3610 1588 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 116 196 0 95 216 77 47 590 78 52 441 134 Grp Sat Flow(s),veh/h/ln 1810 1805 1610 1810 1805 1588 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 7.4 6.0 0.0 6.0 6.7 5.4 2.9 8.7 2.3 3.2 6.1 4.0 Cycle Q Clear(g_c), s 7.4 6.0 0.0 6.0 6.7 5.4 2.9 8.7 2.3 3.2 6.1 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 440 196 175 434 191 149 2273 1000 154 2282 1018 V/C Ratio(X)0.65 0.45 0.00 0.54 0.50 0.40 0.31 0.26 0.08 0.34 0.19 0.13 Avail Cap(c_a), veh/h 226 1384 617 181 1294 569 181 2273 1000 196 2282 1018 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.1 48.9 0.0 51.7 49.4 48.8 51.8 9.8 8.7 51.7 9.2 8.9 Incr Delay (d2), s/veh 4.4 0.7 0.0 3.1 0.9 1.4 1.2 0.3 0.2 1.3 0.2 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 2.8 0.0 2.9 3.1 2.2 1.4 3.4 0.8 1.5 2.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 56.5 49.6 0.0 54.8 50.3 50.2 53.0 10.1 8.8 53.0 9.4 9.1 LnGrp LOS ED DDDDBADAA Approach Vol, veh/h 312 388 715 627 Approach Delay, s/veh 52.2 51.4 12.8 13.0 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 77.6 13.6 16.6 11.9 77.9 13.8 16.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 5.2 10.7 8.0 8.0 4.9 8.1 9.4 8.7 Green Ext Time (p_c), s 0.0 4.6 0.0 1.3 0.0 3.6 0.1 1.7 Intersection Summary HCM 7th Control Delay, s/veh 26.2 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh14.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 32 15 31 49 44 20 383 7 18 332 9 Future Vol, veh/h 43 32 15 31 49 44 20 383 7 18 332 9 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 000000000000 Mvmt Flow 51 38 18 37 58 52 24 456 8 21 395 11 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh11.6 12 15.5 14.4 HCM LOS B B C B Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 95% 0% 68% 0% 53% 0% 100% 92% Vol Right, %0% 0% 5% 0% 32% 0% 47% 0% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 255 135 43 47 31 93 18 221 120 LT Vol 20004303101800 Through Vol 0 255 128 0 32 0 49 0 221 111 RT Vol 007015044009 Lane Flow Rate 24 304 160 51 56 37 111 21 263 142 Geometry Grp 6666666666 Degree of Util (X) 0.048 0.564 0.296 0.117 0.116 0.083 0.223 0.044 0.498 0.267 Departure Headway (Hd) 7.191 6.684 6.647 8.224 7.495 8.101 7.264 7.311 6.804 6.751 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 500 541 543 436 478 443 495 492 532 534 Service Time 4.907 4.4 4.363 5.967 5.238 5.841 5.004 5.028 4.521 4.468 HCM Lane V/C Ratio 0.048 0.562 0.295 0.117 0.117 0.084 0.224 0.043 0.494 0.266 HCM Control Delay, s/veh 10.3 17.7 12.1 12.1 11.2 11.6 12.1 10.4 16.1 11.9 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.2 3.5 1.2 0.4 0.4 0.3 0.8 0.1 2.7 1.1 HCM 7th AWSC 3: Tailwind Ln & Walnut St Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 61 9 55 107 6 41 1 157 12 1 14 Future Vol, veh/h 7 61 9 55 107 6 41 1 157 12 1 14 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 000000000000 Mvmt Flow 9 76 11 69 134 8 51 1 196 15 1 18 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.8 9.3 9.1 8 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %21% 100% 0% 100% 0% 44% Vol Thru, %1% 0% 87% 0% 95% 4% Vol Right, %79% 0% 13% 0% 5% 52% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 7 70 55 113 27 LT Vol 417055012 Through Vol 1 0 61 0 107 1 RT Vol 157 0 9 0 6 14 Lane Flow Rate 249 9 88 69 141 34 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.296 0.014 0.128 0.109 0.204 0.044 Departure Headway (Hd) 4.282 5.86 5.265 5.73 5.188 4.742 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 838 608 678 624 689 752 Service Time 2.311 3.618 3.022 3.481 2.94 2.792 HCM Lane V/C Ratio 0.297 0.015 0.13 0.111 0.205 0.045 HCM Control Delay, s/veh 9.1 8.7 8.8 9.2 9.3 8 HCM Lane LOS AAAAAA HCM 95th-tile Q 1.2 0 0.4 0.4 0.8 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4425020209302204199070 Future Vol, veh/h 4425020209302204199070 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 000000000000 Mvmt Flow 4726620222321204212074 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 544 0 0 268 0 0 583 904 267 743 745 383 Stage 1 ------361361-383383- Stage 2 ------222544-360362- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1035 - - 1307 - - 427 279 776 334 345 669 Stage 1 ------662630-644616- Stage 2 ------785523-663629- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1035 - - 1307 - - 362 266 776 317 329 669 Mov Cap-2 Maneuver ------362266-317329- Stage 1 ------632601-644616- Stage 2 ------697523-629600- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.28 0 11.48 41.95 HCM LOS B E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)562 1035 - - 1307 - - 367 HCM Lane V/C Ratio 0.011 0.045 -----0.779 HCM Ctrl Dly (s/v)11.5 8.6 - - 0 - - 41.9 HCM Lane LOS B A - - A - - E HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 6.5 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 381 7 311 273 769 0 0 755 287 Future Volume (veh/h) 0 0 0 381 7 311 273 769 0 0 755 287 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 390 0 314 276 777 0 0 763 290 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000 Cap, veh/h 871 0 388 393 2610 0 0 2140 942 Arrive On Green 0.24 0.00 0.24 0.22 1.00 0.00 0.00 0.59 0.59 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1589 Grp Volume(v), veh/h 390 0 314 276 777 0 0 763 290 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1589 Q Serve(g_s), s 10.1 0.0 20.2 8.0 0.0 0.0 0.0 12.0 10.0 Cycle Q Clear(g_c), s 10.1 0.0 20.2 8.0 0.0 0.0 0.0 12.0 10.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 871 0 388 393 2610 0 0 2140 942 V/C Ratio(X)0.45 0.00 0.81 0.70 0.30 0.00 0.00 0.36 0.31 Avail Cap(c_a), veh/h 1250 0 556 511 2610 0 0 2140 942 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 0.0 39.4 41.0 0.0 0.0 0.0 11.6 11.2 Incr Delay (d2), s/veh 0.4 0.0 5.9 2.2 0.2 0.0 0.0 0.5 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 8.6 3.3 0.1 0.0 0.0 4.8 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.9 0.0 45.3 43.2 0.2 0.0 0.0 12.0 12.0 LnGrp LOS D D D A B B Approach Vol, veh/h 704 1053 1053 Approach Delay, s/veh 40.1 11.5 12.0 Approach LOS D B B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 81.5 14.3 67.2 28.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 66.0 14.0 48.0 36.0 Max Q Clear Time (g_c+I1), s 2.0 10.0 14.0 22.2 Green Ext Time (p_c), s 6.7 0.4 7.5 2.3 Intersection Summary HCM 7th Control Delay, s/veh 18.9 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 287 3 398 0 0 0 0 755 467 297 839 0 Future Volume (veh/h) 287 3 398 0 0 0 0 755 467 297 839 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 438 0 253 0 770 477 303 856 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000 000000 Cap, veh/h 728 0 324 0 1339 822 425 2753 0 Arrive On Green 0.20 0.00 0.20 0.00 1.00 1.00 0.24 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2243 1320 3510 3705 0 Grp Volume(v), veh/h 438 0 253 0 646 601 303 856 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1662 1755 1805 0 Q Serve(g_s), s 12.1 0.0 16.4 0.0 0.0 0.0 8.7 0.0 0.0 Cycle Q Clear(g_c), s 12.1 0.0 16.4 0.0 0.0 0.0 8.7 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.79 1.00 0.00 Lane Grp Cap(c), veh/h 728 0 324 0 1125 1036 425 2753 0 V/C Ratio(X) 0.60 0.00 0.78 0.00 0.57 0.58 0.71 0.31 0.00 Avail Cap(c_a), veh/h 941 0 419 0 1125 1036 638 2753 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.74 0.74 0.92 0.92 0.00 Uniform Delay (d), s/veh39.9 0.0 41.6 0.0 0.0 0.0 39.9 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 7.0 0.0 1.6 1.8 2.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.4 0.0 7.1 0.0 0.5 0.5 3.5 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.7 0.0 48.7 0.0 1.6 1.8 42.0 0.3 0.0 LnGrp LOS D D A A D A Approach Vol, veh/h 691 1247 1159 Approach Delay, s/veh 43.6 1.7 11.2 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s15.3 70.6 24.1 85.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s18.0 53.4 26.6 75.4 Max Q Clear Time (g_c+I1), s10.7 2.0 18.4 2.0 Green Ext Time (p_c), s 0.6 12.6 1.7 7.6 Intersection Summary HCM 7th Control Delay, s/veh 14.6 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 231 292 93 83 248 286 111 705 83 307 802 128 Future Volume (veh/h) 231 292 93 83 248 286 111 705 83 307 802 128 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 243 307 98 87 261 301 117 742 87 323 844 135 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 340 1002 447 180 412 349 160 1204 537 537 1480 645 Arrive On Green 0.10 0.28 0.28 0.05 0.22 0.22 0.09 0.33 0.33 0.05 0.14 0.14 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 243 307 98 87 261 301 117 742 87 323 844 135 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 7.4 7.4 5.1 2.7 13.7 19.8 6.9 19.0 3.2 9.9 24.1 5.3 Cycle Q Clear(g_c), s 7.4 7.4 5.1 2.7 13.7 19.8 6.9 19.0 3.2 9.9 24.1 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 340 1002 447 180 412 349 160 1204 537 537 1480 645 V/C Ratio(X) 0.72 0.31 0.22 0.48 0.63 0.86 0.73 0.62 0.16 0.60 0.57 0.21 Avail Cap(c_a), veh/h 447 1002 447 415 472 400 197 1204 537 537 1480 645 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.95 0.95 0.95 Uniform Delay (d), s/veh48.2 31.4 30.6 50.8 39.1 41.5 48.9 30.7 15.3 48.9 38.5 12.8 Incr Delay (d2), s/veh 3.7 0.2 0.2 2.0 2.2 15.8 9.6 2.2 0.6 1.8 1.5 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 3.1 1.9 1.2 6.3 9.0 3.5 8.2 1.6 4.6 11.9 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.9 31.5 30.8 52.7 41.4 57.3 58.5 33.0 15.9 50.7 40.0 13.5 LnGrp LOS DCCDDEECBDDB Approach Vol, veh/h 648 649 946 1302 Approach Delay, s/veh 39.1 50.3 34.6 39.9 Approach LOSDDCD Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s22.1 42.0 9.6 36.2 13.7 50.4 16.3 29.5 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s11.9 21.0 4.7 9.4 8.9 26.1 9.4 21.8 Green Ext Time (p_c), s 0.0 4.3 0.1 1.9 0.0 4.2 0.3 1.0 Intersection Summary HCM 7th Control Delay, s/veh 40.2 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Existing - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 104 36 61 132 86 44 720 141 57 822 110 Future Volume (veh/h) 89 104 36 61 132 86 44 720 141 57 822 110 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 95 111 38 65 140 91 47 766 150 61 874 117 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 267 356 122 337 282 184 190 1969 878 211 1776 238 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.10 0.55 0.55 0.12 0.56 0.56 Sat Flow, veh/h 1166 1345 460 1253 1068 694 1810 3610 1610 1810 3190 427 Grp Volume(v), veh/h 95 0 149 65 0 231 47 766 150 61 495 496 Grp Sat Flow(s),veh/h/ln1166 0 1806 1253 0 1762 1810 1805 1610 1810 1805 1812 Q Serve(g_s), s 6.1 0.0 5.4 3.6 0.0 9.0 1.9 10.0 3.8 2.5 13.6 13.6 Cycle Q Clear(g_c), s 15.1 0.0 5.4 9.0 0.0 9.0 1.9 10.0 3.8 2.5 13.6 13.6 Prop In Lane 1.00 0.26 1.00 0.39 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 267 0 477 337 0 466 190 1969 878 211 1005 1009 V/C Ratio(X) 0.36 0.00 0.31 0.19 0.00 0.50 0.25 0.39 0.17 0.29 0.49 0.49 Avail Cap(c_a), veh/h 498 0 834 584 0 814 267 1969 878 267 1005 1009 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.8 0.0 24.0 27.6 0.0 25.3 33.5 10.7 9.3 32.9 11.0 11.0 Incr Delay (d2), s/veh 0.8 0.0 0.4 0.3 0.0 0.8 0.7 0.6 0.4 0.7 1.7 1.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 2.3 1.1 0.0 3.8 0.9 3.8 1.3 1.1 5.3 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.6 0.0 24.4 27.9 0.0 26.2 34.2 11.3 9.7 33.6 12.7 12.7 LnGrp LOS C C C C C B A C B B Approach Vol, veh/h 244 296 963 1052 Approach Delay, s/veh 27.6 26.5 12.1 13.9 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s11.5 46.4 23.5 10.5 47.3 23.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 42.4 35.6 10.0 42.4 35.6 Max Q Clear Time (g_c+I1), s4.5 12.0 17.1 3.9 15.6 11.0 Green Ext Time (p_c), s 0.0 6.7 1.1 0.0 7.4 1.6 Intersection Summary HCM 7th Control Delay, s/veh 16.0 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 308 3 87 138 59 24 370 77 105 395 70 Future Volume (veh/h) 72 308 3 87 138 59 24 370 77 105 395 70 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 77 331 3 94 148 63 26 398 83 113 425 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 000000000000 Cap, veh/h 238 550 243 174 422 186 118 1324 582 575 2237 998 Arrive On Green 0.13 0.15 0.15 0.10 0.12 0.12 0.06 0.37 0.37 0.32 0.62 0.62 Sat Flow, veh/h 1810 3610 1597 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 77 331 3 94 148 63 26 398 83 113 425 75 Grp Sat Flow(s),veh/h/ln 1810 1805 1597 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 4.6 10.3 0.2 5.9 4.5 4.4 1.6 9.4 3.1 5.5 6.1 1.1 Cycle Q Clear(g_c), s 4.6 10.3 0.2 5.9 4.5 4.4 1.6 9.4 3.1 5.5 6.1 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 238 550 243 174 422 186 118 1324 582 575 2237 998 V/C Ratio(X)0.32 0.60 0.01 0.54 0.35 0.34 0.22 0.30 0.14 0.20 0.19 0.08 Avail Cap(c_a), veh/h 238 1294 572 196 1294 569 181 1324 582 575 2237 998 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.3 47.5 43.2 51.7 48.8 48.7 53.2 27.0 14.0 29.8 9.8 2.1 Incr Delay (d2), s/veh 0.8 1.1 0.0 2.6 0.5 1.1 0.9 0.6 0.5 0.2 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 4.7 0.1 2.8 2.1 1.8 0.8 4.2 1.7 2.4 2.4 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.0 48.5 43.2 54.3 49.3 49.8 54.2 27.6 14.5 29.9 10.0 2.2 LnGrp LOS DDDDDDDCBCBA Approach Vol, veh/h 411 305 507 613 Approach Delay, s/veh 48.4 50.9 26.8 12.7 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 40.2 46.0 13.6 20.3 9.8 76.4 17.8 16.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 7.5 11.4 7.9 12.3 3.6 8.1 6.6 6.5 Green Ext Time (p_c), s 0.1 3.1 0.0 2.3 0.0 3.3 0.0 1.2 Intersection Summary HCM 7th Control Delay, s/veh 31.0 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh14.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 80 23 17 37 43 19 413 39 57 382 21 Future Vol, veh/h 44 80 23 17 37 43 19 413 39 57 382 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 46 84 24 18 39 45 20 435 41 60 402 22 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh12.4 11.8 15.5 14.5 HCM LOS B B C B Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 78% 0% 78% 0% 46% 0% 100% 86% Vol Right, %0% 0% 22% 0% 22% 0% 54% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 275 177 44 103 17 80 57 255 148 LT Vol 19004401705700 Through Vol 0 275 138 0 80 0 37 0 255 127 RT Vol 00390230430021 Lane Flow Rate 20 290 186 46 108 18 84 60 268 156 Geometry Grp 6666666666 Degree of Util (X) 0.041 0.551 0.346 0.106 0.228 0.042 0.177 0.123 0.51 0.293 Departure Headway (Hd) 7.356 6.848 6.691 8.243 7.582 8.433 7.549 7.369 6.844 6.761 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 489 530 539 435 474 424 475 488 528 532 Service Time 5.063 4.556 4.399 5.993 5.331 6.185 5.3 5.09 4.582 4.482 HCM Lane V/C Ratio 0.041 0.547 0.345 0.106 0.228 0.042 0.177 0.123 0.508 0.293 HCM Control Delay, s/veh 10.4 17.6 12.9 12 12.6 11.6 11.9 11.1 16.5 12.3 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.1 3.3 1.5 0.4 0.9 0.1 0.6 0.4 2.9 1.2 HCM 7th AWSC 3: Tailwind Ln & Walnut St Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 137 14 23 81 19 9 1 22 6 0 22 Future Vol, veh/h 22 137 14 23 81 19 9 1 22 6 0 22 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 000000000000 Mvmt Flow 26 159 16 27 94 22 10 1 26 7 0 26 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.7 8.2 7.6 7.5 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %28% 100% 0% 100% 0% 21% Vol Thru, %3% 0% 91% 0% 81% 0% Vol Right, %69% 0% 9% 0% 19% 79% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 32 22 151 23 100 28 LT Vol 92202306 Through Vol 1 0 137 0 81 0 RT Vol 22 014 01922 Lane Flow Rate 37 26 176 27 116 33 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.045 0.037 0.226 0.039 0.148 0.039 Departure Headway (Hd) 4.386 5.197 4.631 5.228 4.593 4.32 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 821 682 767 676 769 833 Service Time 2.389 2.98 2.413 3.026 2.391 2.322 HCM Lane V/C Ratio 0.045 0.038 0.229 0.04 0.151 0.04 HCM Control Delay, s/veh 7.6 8.2 8.8 8.2 8.2 7.5 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.1 0.1 0.9 0.1 0.5 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 813870222411200198081 Future Vol, veh/h 813870222411200198081 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 8540702236118001103085 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 354 0 0 407 0 0 818 936 407 877 877 295 Stage 1 ------578578-299299- Stage 2 ------240358-578578- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1216 - - 1162 - - 297 267 648 271 289 749 Stage 1 ------505504-714670- Stage 2 ------768631-505504- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1216 - - 1162 - - 244 248 648 251 268 749 Mov Cap-2 Maneuver ------244248-251268- Stage 1 ------470469-713669- Stage 2 ------679630-469469- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.42 0.05 10.56 25.54 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)648 1216 - - 1162 - - 359 HCM Lane V/C Ratio 0.002 0.07 - - 0.002 - - 0.524 HCM Ctrl Dly (s/v)10.6 8.2 - - 8.1 - - 25.5 HCM Lane LOS B A - - A - - D HCM 95th %tile Q(veh) 0 0.2 - - 0 - - 2.9 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 361 4 357 376 1068 0 0 687 350 Future Volume (veh/h) 0 0 0 361 4 357 376 1068 0 0 687 350 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 371 0 364 384 1090 0 0 701 357 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000000000 Cap, veh/h 987 0 439 1149 2494 0 0 1247 549 Arrive On Green 0.27 0.00 0.27 0.65 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1588 Grp Volume(v), veh/h 371 0 364 384 1090 0 0 701 357 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1588 Q Serve(g_s), s 9.1 0.0 23.4 5.3 0.0 0.0 0.0 17.4 20.9 Cycle Q Clear(g_c), s 9.1 0.0 23.4 5.3 0.0 0.0 0.0 17.4 20.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 987 0 439 1149 2494 0 0 1247 549 V/C Ratio(X)0.38 0.00 0.83 0.33 0.44 0.00 0.00 0.56 0.65 Avail Cap(c_a), veh/h 1546 0 688 1149 2494 0 0 1247 549 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.71 0.71 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 37.6 13.7 0.0 0.0 0.0 29.2 30.4 Incr Delay (d2), s/veh 0.2 0.0 4.9 0.1 0.4 0.0 0.0 1.8 5.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 9.7 1.9 0.1 0.0 0.0 7.8 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.7 0.0 42.5 13.8 0.4 0.0 0.0 31.1 36.3 LnGrp LOS C D B A C D Approach Vol, veh/h 735 1474 1058 Approach Delay, s/veh 37.5 3.9 32.8 Approach LOS D A C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 78.0 38.0 40.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 57.0 17.0 36.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 7.3 22.9 25.4 Green Ext Time (p_c), s 10.8 1.0 5.1 2.6 Intersection Summary HCM 7th Control Delay, s/veh 20.8 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 421 2 321 0 0 0 0 1023 367 204 844 0 Future Volume (veh/h) 421 2 321 0 0 0 0 1023 367 204 844 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 527 0 217 0 1033 371 206 853 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000 000000 Cap, veh/h 698 0 311 0 1496 531 631 2782 0 Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.36 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2706 927 3510 3705 0 Grp Volume(v), veh/h 527 0 217 0 710 694 206 853 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1733 1755 1805 0 Q Serve(g_s), s 15.1 0.0 13.8 0.0 0.0 0.0 4.7 0.0 0.0 Cycle Q Clear(g_c), s 15.1 0.0 13.8 0.0 0.0 0.0 4.7 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.53 1.00 0.00 Lane Grp Cap(c), veh/h 698 0 311 0 1034 993 631 2782 0 V/C Ratio(X) 0.75 0.00 0.70 0.00 0.69 0.70 0.33 0.31 0.00 Avail Cap(c_a), veh/h 954 0 424 0 1034 993 631 2782 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.60 0.60 0.93 0.93 0.00 Uniform Delay (d), s/veh41.9 0.0 41.4 0.0 0.0 0.0 30.4 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 3.1 0.0 2.3 2.5 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.9 0.0 5.7 0.0 0.6 0.7 1.9 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.2 0.0 44.5 0.0 2.3 2.5 30.7 0.3 0.0 LnGrp LOS D D A A C A Approach Vol, veh/h 744 1404 1059 Approach Delay, s/veh 44.3 2.4 6.2 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s21.8 65.0 23.2 86.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 61.0 27.0 75.0 Max Q Clear Time (g_c+I1), s6.7 2.0 17.1 2.0 Green Ext Time (p_c), s 0.2 15.7 2.1 7.6 Intersection Summary HCM 7th Control Delay, s/veh 13.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 163 245 43 109 170 357 58 870 81 226 772 168 Future Volume (veh/h) 163 245 43 109 170 357 58 870 81 226 772 168 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 170 255 45 114 177 372 60 906 84 235 804 175 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 267 1015 453 206 472 400 94 1204 537 499 1572 686 Arrive On Green 0.08 0.28 0.28 0.06 0.25 0.25 0.05 0.33 0.33 0.10 0.29 0.29 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 170 255 45 114 177 372 60 906 84 235 804 175 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 5.2 6.0 2.3 3.5 8.5 24.8 3.6 24.6 3.1 7.0 20.4 6.1 Cycle Q Clear(g_c), s 5.2 6.0 2.3 3.5 8.5 24.8 3.6 24.6 3.1 7.0 20.4 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 267 1015 453 206 472 400 94 1204 537 499 1572 686 V/C Ratio(X) 0.64 0.25 0.10 0.55 0.38 0.93 0.64 0.75 0.16 0.47 0.51 0.26 Avail Cap(c_a), veh/h 447 1015 453 415 472 400 197 1204 537 499 1572 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Uniform Delay (d), s/veh49.3 30.6 29.2 50.4 34.3 40.4 51.1 32.6 14.8 45.9 29.2 10.9 Incr Delay (d2), s/veh 2.5 0.1 0.1 2.3 0.5 28.3 6.6 4.2 0.6 0.7 1.1 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 2.6 0.9 1.6 4.0 12.9 1.8 11.3 1.6 3.2 9.6 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.8 30.7 29.3 52.7 34.8 68.7 57.8 36.8 15.4 46.5 30.3 11.7 LnGrp LOS DCCDCEEDBDCB Approach Vol, veh/h 470 663 1050 1214 Approach Delay, s/veh 38.2 56.9 36.3 30.8 Approach LOS D E D C Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s20.9 42.0 10.5 36.6 9.7 53.2 14.1 33.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s9.0 26.6 5.5 8.0 5.6 22.4 7.2 26.8 Green Ext Time (p_c), s 0.2 4.3 0.1 1.6 0.0 5.4 0.2 0.0 Intersection Summary HCM 7th Control Delay, s/veh 38.6 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Existing - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 69 16 7 52 37 39 865 61 58 704 67 Future Volume (veh/h) 50 69 16 7 52 37 39 865 61 58 704 67 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 53 73 17 7 55 39 41 920 65 62 749 71 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 188 215 50 193 149 106 537 2582 1152 162 1690 160 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.30 0.72 0.72 0.09 0.51 0.51 Sat Flow, veh/h 1319 1481 345 1317 1026 728 1810 3610 1610 1810 3325 315 Grp Volume(v), veh/h 53 0 90 7 0 94 41 920 65 62 406 414 Grp Sat Flow(s),veh/h/ln1319 0 1826 1317 0 1754 1810 1805 1610 1810 1805 1835 Q Serve(g_s), s 4.5 0.0 5.3 0.6 0.0 5.8 2.0 11.7 1.4 3.9 17.1 17.2 Cycle Q Clear(g_c), s 10.3 0.0 5.3 5.9 0.0 5.8 2.0 11.7 1.4 3.9 17.1 17.2 Prop In Lane 1.00 0.19 1.00 0.41 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 188 0 265 193 0 255 537 2582 1152 162 918 933 V/C Ratio(X) 0.28 0.00 0.34 0.04 0.00 0.37 0.08 0.36 0.06 0.38 0.44 0.44 Avail Cap(c_a), veh/h 425 0 593 430 0 570 537 2582 1152 211 918 933 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh51.0 0.0 46.1 48.8 0.0 46.3 30.4 6.5 5.1 51.5 18.7 18.7 Incr Delay (d2), s/veh 0.8 0.0 0.8 0.1 0.0 0.9 0.1 0.4 0.1 1.3 1.3 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 2.5 0.2 0.0 2.6 0.9 4.2 0.5 1.8 7.4 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.8 0.0 46.9 48.8 0.0 47.2 30.4 6.9 5.2 52.8 20.1 20.0 LnGrp LOS D DD DCAADCC Approach Vol, veh/h 143 101 1026 882 Approach Delay, s/veh 48.7 47.3 7.7 22.3 Approach LOS D D A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.7 87.8 19.4 37.6 63.0 19.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s12.0 59.0 37.0 12.0 59.0 37.0 Max Q Clear Time (g_c+I1), s5.9 13.7 12.3 4.0 19.2 7.9 Green Ext Time (p_c), s 0.0 8.5 0.6 0.0 6.1 0.5 Intersection Summary HCM 7th Control Delay, s/veh 18.3 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 192 1 89 211 75 44 557 74 55 428 137 Future Volume (veh/h) 112 192 1 89 211 75 44 557 74 55 428 137 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 119 204 1 95 224 80 47 593 79 59 455 146 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000000 Cap, veh/h 178 450 199 175 443 195 149 2252 991 160 2273 1014 Arrive On Green 0.10 0.12 0.12 0.10 0.12 0.12 0.08 0.62 0.62 0.09 0.63 0.63 Sat Flow, veh/h 1810 3610 1595 1810 3610 1588 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 119 204 1 95 224 80 47 593 79 59 455 146 Grp Sat Flow(s),veh/h/ln 1810 1805 1595 1810 1805 1588 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 7.6 6.3 0.1 6.0 7.0 5.6 2.9 8.9 2.4 3.7 6.4 4.4 Cycle Q Clear(g_c), s 7.6 6.3 0.1 6.0 7.0 5.6 2.9 8.9 2.4 3.7 6.4 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 450 199 175 443 195 149 2252 991 160 2273 1014 V/C Ratio(X)0.67 0.45 0.01 0.54 0.51 0.41 0.31 0.26 0.08 0.37 0.20 0.14 Avail Cap(c_a), veh/h 226 1384 611 181 1294 569 181 2252 991 196 2273 1014 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 48.7 46.0 51.7 49.2 48.6 51.8 10.2 8.9 51.5 9.4 9.0 Incr Delay (d2), s/veh 5.1 0.7 0.0 3.1 0.9 1.4 1.2 0.3 0.2 1.4 0.2 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 2.9 0.0 2.9 3.2 2.3 1.4 3.5 0.8 1.7 2.5 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.3 49.5 46.0 54.8 50.1 50.0 53.0 10.4 9.1 53.0 9.6 9.3 LnGrp LOS EDDDDDDBADAA Approach Vol, veh/h 324 399 719 660 Approach Delay, s/veh 52.3 51.2 13.1 13.4 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.6 76.9 13.6 17.0 11.9 77.6 13.8 16.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 5.7 10.9 8.0 8.3 4.9 8.4 9.6 9.0 Green Ext Time (p_c), s 0.0 4.7 0.0 1.4 0.0 3.8 0.1 1.8 Intersection Summary HCM 7th Control Delay, s/veh 26.5 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 32 15 31 52 44 22 387 7 20 347 12 Future Vol, veh/h 44 32 15 31 52 44 22 387 7 20 347 12 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 000000000000 Mvmt Flow 52 38 18 37 62 52 26 461 8 24 413 14 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh11.8 12.2 16 15 HCM LOS B B C B Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 95% 0% 68% 0% 54% 0% 100% 91% Vol Right, %0% 0% 5% 0% 32% 0% 46% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 258 136 44 47 31 96 20 231 128 LT Vol 22004403102000 Through Vol 0 258 129 0 32 0 52 0 231 116 RT Vol 0070150440012 Lane Flow Rate 26 307 162 52 56 37 114 24 275 152 Geometry Grp 6666666666 Degree of Util (X) 0.053 0.577 0.304 0.121 0.118 0.084 0.234 0.049 0.524 0.287 Departure Headway (Hd) 7.304 6.767 6.76 8.345 7.615 8.21 7.383 7.363 6.855 6.789 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 493 534 534 430 471 437 487 487 526 530 Service Time 5.004 4.497 4.46 6.089 5.359 5.951 5.124 5.094 4.587 4.52 HCM Lane V/C Ratio 0.053 0.575 0.303 0.121 0.119 0.085 0.234 0.049 0.523 0.287 HCM Control Delay, s/veh 10.4 18.4 12.4 12.2 11.4 11.7 12.4 10.5 16.9 12.2 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.2 3.6 1.3 0.4 0.4 0.3 0.9 0.2 3 1.2 HCM 7th AWSC 3: Tailwind Ln & Walnut St Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 62 9 55 110 6 41 1 157 12 1 14 Future Vol, veh/h 7 62 9 55 110 6 41 1 157 12 1 14 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 000000000000 Mvmt Flow 9 78 11 69 138 8 51 1 196 15 1 18 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.8 9.3 9.1 8 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %21% 100% 0% 100% 0% 44% Vol Thru, %1% 0% 87% 0% 95% 4% Vol Right, %79% 0% 13% 0% 5% 52% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 7 71 55 116 27 LT Vol 417055012 Through Vol 1 0 62 0 110 1 RT Vol 157 0 9 0 6 14 Lane Flow Rate 249 9 89 69 145 34 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.297 0.014 0.13 0.109 0.209 0.045 Departure Headway (Hd) 4.294 5.864 5.27 5.731 5.191 4.754 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 836 608 676 623 689 750 Service Time 2.324 3.626 3.031 3.487 2.946 2.806 HCM Lane V/C Ratio 0.298 0.015 0.132 0.111 0.21 0.045 HCM Control Delay, s/veh 9.1 8.7 8.8 9.2 9.3 8 HCM Lane LOS AAAAAA HCM 95th-tile Q 1.2 0 0.4 0.4 0.8 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 14.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4426620219305204212072 Future Vol, veh/h 4426620219305204212072 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 000000000000 Mvmt Flow 4728320233324204226077 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 557 0 0 285 0 0 611 935 284 772 774 395 Stage 1 ------378378-395395- Stage 2 ------233557-377379- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1023 - - 1289 - - 409 267 760 319 332 658 Stage 1 ------648619-634608- Stage 2 ------775515-649618- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1023 - - 1289 - - 345 255 760 303 317 658 Mov Cap-2 Maneuver ------345255-303317- Stage 1 ------618591-634608- Stage 2 ------684515-616590- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.22 0 11.72 54.38 HCM LOS B F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)542 1023 - - 1289 - - 351 HCM Lane V/C Ratio 0.012 0.046 -----0.861 HCM Ctrl Dly (s/v)11.7 8.7 - - 0 - - 54.4 HCM Lane LOS B A - - A - - F HCM 95th %tile Q(veh) 0 0.1 - - 0 - - 8 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 387 7 320 274 773 0 0 782 301 Future Volume (veh/h) 0 0 0 387 7 320 274 773 0 0 782 301 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 396 0 323 277 781 0 0 790 304 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000 Cap, veh/h 891 0 396 394 2590 0 0 2119 933 Arrive On Green 0.25 0.00 0.25 0.22 1.00 0.00 0.00 0.59 0.59 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1589 Grp Volume(v), veh/h 396 0 323 277 781 0 0 790 304 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1589 Q Serve(g_s), s 10.2 0.0 20.8 8.0 0.0 0.0 0.0 12.7 10.7 Cycle Q Clear(g_c), s 10.2 0.0 20.8 8.0 0.0 0.0 0.0 12.7 10.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 891 0 396 394 2590 0 0 2119 933 V/C Ratio(X)0.44 0.00 0.81 0.70 0.30 0.00 0.00 0.37 0.33 Avail Cap(c_a), veh/h 1250 0 556 511 2590 0 0 2119 933 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 0.0 39.1 41.0 0.0 0.0 0.0 12.0 11.6 Incr Delay (d2), s/veh 0.3 0.0 6.4 2.3 0.2 0.0 0.0 0.5 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 8.8 3.3 0.1 0.0 0.0 5.1 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.4 0.0 45.5 43.2 0.2 0.0 0.0 12.5 12.5 LnGrp LOS D D D A B B Approach Vol, veh/h 719 1058 1094 Approach Delay, s/veh 39.9 11.5 12.5 Approach LOS D B B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.9 14.3 66.6 29.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 66.0 14.0 48.0 36.0 Max Q Clear Time (g_c+I1), s 2.0 10.0 14.7 22.8 Green Ext Time (p_c), s 6.7 0.4 7.8 2.3 Intersection Summary HCM 7th Control Delay, s/veh 19.0 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 288 3 405 0 0 0 0 759 468 307 862 0 Future Volume (veh/h) 288 3 405 0 0 0 0 759 468 307 862 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 442 0 257 0 774 478 313 880 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000 000000 Cap, veh/h 736 0 328 0 1330 814 434 2744 0 Arrive On Green 0.20 0.00 0.20 0.00 1.00 1.00 0.25 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2246 1317 3510 3705 0 Grp Volume(v), veh/h 442 0 257 0 648 604 313 880 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1663 1755 1805 0 Q Serve(g_s), s 12.2 0.0 16.6 0.0 0.0 0.0 9.0 0.0 0.0 Cycle Q Clear(g_c), s 12.2 0.0 16.6 0.0 0.0 0.0 9.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.79 1.00 0.00 Lane Grp Cap(c), veh/h 736 0 328 0 1116 1028 434 2744 0 V/C Ratio(X) 0.60 0.00 0.78 0.00 0.58 0.59 0.72 0.32 0.00 Avail Cap(c_a), veh/h 941 0 419 0 1116 1028 638 2744 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.73 0.73 0.92 0.92 0.00 Uniform Delay (d), s/veh39.8 0.0 41.5 0.0 0.0 0.0 39.6 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 7.3 0.0 1.6 1.8 2.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 0.0 7.2 0.0 0.5 0.5 3.6 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.5 0.0 48.9 0.0 1.6 1.8 41.7 0.3 0.0 LnGrp LOS D D A A D A Approach Vol, veh/h 699 1252 1193 Approach Delay, s/veh 43.6 1.7 11.2 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s15.6 70.0 24.4 85.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s18.0 53.4 26.6 75.4 Max Q Clear Time (g_c+I1), s11.0 2.0 18.6 2.0 Green Ext Time (p_c), s 0.6 12.6 1.7 7.9 Intersection Summary HCM 7th Control Delay, s/veh 14.6 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 231 314 99 90 260 288 112 708 86 317 822 128 Future Volume (veh/h) 231 314 99 90 260 288 112 708 86 317 822 128 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 243 331 104 95 274 303 118 745 91 334 865 135 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 340 1004 448 183 414 351 161 1204 537 532 1473 642 Arrive On Green 0.10 0.28 0.28 0.05 0.22 0.22 0.09 0.33 0.33 0.05 0.13 0.13 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 243 331 104 95 274 303 118 745 91 334 865 135 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 7.4 8.0 5.5 2.9 14.5 19.9 7.0 19.1 3.4 10.3 24.8 5.3 Cycle Q Clear(g_c), s 7.4 8.0 5.5 2.9 14.5 19.9 7.0 19.1 3.4 10.3 24.8 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 340 1004 448 183 414 351 161 1204 537 532 1473 642 V/C Ratio(X) 0.72 0.33 0.23 0.52 0.66 0.86 0.73 0.62 0.17 0.63 0.59 0.21 Avail Cap(c_a), veh/h 447 1004 448 415 472 400 197 1204 537 532 1473 642 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 0.94 0.94 0.94 Uniform Delay (d), s/veh48.2 31.6 30.6 50.8 39.3 41.4 48.8 30.8 15.2 49.2 38.9 12.9 Incr Delay (d2), s/veh 3.7 0.2 0.3 2.3 2.9 15.9 9.6 2.2 0.6 2.2 1.6 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 3.4 2.1 1.3 6.8 9.1 3.5 8.3 1.7 4.8 12.2 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.9 31.7 30.9 53.0 42.2 57.4 58.5 33.0 15.9 51.4 40.5 13.6 LnGrp LOS DCCDDEECBDDB Approach Vol, veh/h 678 672 954 1334 Approach Delay, s/veh 38.8 50.6 34.5 40.5 Approach LOSDDCD Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s22.0 42.0 9.7 36.3 13.8 50.2 16.3 29.7 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s12.3 21.1 4.9 10.0 9.0 26.8 9.4 21.9 Green Ext Time (p_c), s 0.0 4.3 0.1 2.0 0.0 4.2 0.3 1.0 Intersection Summary HCM 7th Control Delay, s/veh 40.5 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Opening Year (2026) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 104 36 61 132 86 44 723 142 59 852 114 Future Volume (veh/h) 89 104 36 61 132 86 44 723 142 59 852 114 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 95 111 38 65 140 91 47 769 151 63 906 121 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 267 356 122 337 282 184 190 1965 877 213 1778 237 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.10 0.54 0.54 0.12 0.56 0.56 Sat Flow, veh/h 1166 1345 460 1253 1068 694 1810 3610 1610 1810 3191 426 Grp Volume(v), veh/h 95 0 149 65 0 231 47 769 151 63 513 514 Grp Sat Flow(s),veh/h/ln1166 0 1806 1253 0 1762 1810 1805 1610 1810 1805 1812 Q Serve(g_s), s 6.1 0.0 5.4 3.6 0.0 9.1 1.9 10.1 3.8 2.6 14.3 14.3 Cycle Q Clear(g_c), s 15.2 0.0 5.4 9.0 0.0 9.1 1.9 10.1 3.8 2.6 14.3 14.3 Prop In Lane 1.00 0.26 1.00 0.39 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 267 0 477 337 0 466 190 1965 877 213 1006 1010 V/C Ratio(X) 0.36 0.00 0.31 0.19 0.00 0.50 0.25 0.39 0.17 0.30 0.51 0.51 Avail Cap(c_a), veh/h 497 0 832 583 0 813 266 1965 877 266 1006 1010 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.8 0.0 24.1 27.7 0.0 25.4 33.5 10.8 9.3 32.9 11.2 11.2 Incr Delay (d2), s/veh 0.8 0.0 0.4 0.3 0.0 0.8 0.7 0.6 0.4 0.8 1.8 1.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 2.3 1.1 0.0 3.8 0.9 3.8 1.3 1.2 5.6 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.6 0.0 24.4 27.9 0.0 26.2 34.2 11.3 9.8 33.7 13.0 13.0 LnGrp LOS C C C C C B A C B B Approach Vol, veh/h 244 296 967 1090 Approach Delay, s/veh 27.6 26.6 12.2 14.2 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s11.6 46.4 23.6 10.6 47.4 23.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 42.4 35.6 10.0 42.4 35.6 Max Q Clear Time (g_c+I1), s4.6 12.1 17.2 3.9 16.3 11.1 Green Ext Time (p_c), s 0.0 6.7 1.1 0.0 7.7 1.6 Intersection Summary HCM 7th Control Delay, s/veh 16.1 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 333 3 88 145 63 25 387 79 110 400 73 Future Volume (veh/h) 79 333 3 88 145 63 25 387 79 110 400 73 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 85 358 3 95 156 68 27 416 85 118 430 78 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 000000000000 Cap, veh/h 253 578 256 175 422 186 120 1324 582 561 2204 983 Arrive On Green 0.14 0.16 0.16 0.10 0.12 0.12 0.07 0.37 0.37 0.31 0.61 0.61 Sat Flow, veh/h 1810 3610 1598 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 85 358 3 95 156 68 27 416 85 118 430 78 Grp Sat Flow(s),veh/h/ln 1810 1805 1598 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 5.1 11.1 0.2 6.0 4.8 4.7 1.7 9.9 3.2 5.8 6.3 1.1 Cycle Q Clear(g_c), s 5.1 11.1 0.2 6.0 4.8 4.7 1.7 9.9 3.2 5.8 6.3 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 253 578 256 175 422 186 120 1324 582 561 2204 983 V/C Ratio(X)0.34 0.62 0.01 0.54 0.37 0.37 0.23 0.31 0.15 0.21 0.20 0.08 Avail Cap(c_a), veh/h 253 1294 573 196 1294 569 181 1324 582 561 2204 983 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 47.0 42.4 51.7 48.9 48.9 53.1 27.2 14.0 30.6 10.3 2.1 Incr Delay (d2), s/veh 0.8 1.1 0.0 2.6 0.5 1.2 0.9 0.6 0.5 0.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 5.1 0.1 2.9 2.2 1.9 0.8 4.4 1.7 2.6 2.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 47.4 48.1 42.4 54.3 49.4 50.1 54.1 27.8 14.5 30.7 10.5 2.3 LnGrp LOS DDDDDDDCBCBA Approach Vol, veh/h 446 319 528 626 Approach Delay, s/veh 47.9 51.0 27.0 13.3 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 39.2 46.0 13.6 21.2 9.9 75.3 18.8 16.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 7.8 11.9 8.0 13.1 3.7 8.3 7.1 6.8 Green Ext Time (p_c), s 0.1 3.2 0.0 2.5 0.0 3.4 0.1 1.2 Intersection Summary HCM 7th Control Delay, s/veh 31.4 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 15 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 81 23 17 37 44 19 434 40 58 389 21 Future Vol, veh/h 45 81 23 17 37 44 19 434 40 58 389 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 47 85 24 18 39 46 20 457 42 61 409 22 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh12.6 12 16.4 14.9 HCM LOS B B C B Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 78% 0% 78% 0% 46% 0% 100% 86% Vol Right, %0% 0% 22% 0% 22% 0% 54% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 289 185 45 104 17 81 58 259 151 LT Vol 19004501705800 Through Vol 0 289 145 0 81 0 37 0 259 130 RT Vol 00400230440021 Lane Flow Rate 20 305 194 47 109 18 85 61 273 159 Geometry Grp 6666666666 Degree of Util (X) 0.041 0.582 0.363 0.11 0.234 0.042 0.181 0.126 0.525 0.301 Departure Headway (Hd) 7.386 6.878 6.725 8.35 7.69 8.548 7.659 7.438 6.93 6.831 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 485 524 535 430 467 419 468 482 521 527 Service Time 5.121 4.613 4.46 6.095 5.435 6.298 5.409 5.174 4.667 4.567 HCM Lane V/C Ratio 0.041 0.582 0.363 0.109 0.233 0.043 0.182 0.127 0.524 0.302 HCM Control Delay, s/veh 10.4 18.8 13.3 12.1 12.8 11.7 12.1 11.2 17.1 12.5 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.1 3.7 1.6 0.4 0.9 0.1 0.7 0.4 3 1.3 HCM 7th AWSC 3: Tailwind Ln & Walnut St Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 139 14 23 82 19 9 1 22 6 0 22 Future Vol, veh/h 22 139 14 23 82 19 9 1 22 6 0 22 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 000000000000 Mvmt Flow 26 162 16 27 95 22 10 1 26 7 0 26 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.7 8.2 7.6 7.5 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %28% 100% 0% 100% 0% 21% Vol Thru, %3% 0% 91% 0% 81% 0% Vol Right, %69% 0% 9% 0% 19% 79% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 32 22 153 23 101 28 LT Vol 92202306 Through Vol 1 0 139 0 82 0 RT Vol 22 014 01922 Lane Flow Rate 37 26 178 27 117 33 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.045 0.037 0.229 0.039 0.15 0.039 Departure Headway (Hd) 4.395 5.198 4.633 5.229 4.596 4.329 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 819 682 767 676 769 832 Service Time 2.397 2.981 2.415 3.028 2.394 2.331 HCM Lane V/C Ratio 0.045 0.038 0.232 0.04 0.152 0.04 HCM Control Delay, s/veh 7.6 8.2 8.8 8.2 8.2 7.5 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.1 0.1 0.9 0.1 0.5 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8341602236122001103081 Future Vol, veh/h 8341602236122001103081 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 8743802248128001108085 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 377 0 0 438 0 0 865 994 438 929 929 313 Stage 1 ------613613-317317- Stage 2 ------253381-613613- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1193 - - 1133 - - 276 247 623 250 269 732 Stage 1 ------483487-699658- Stage 2 ------756617-483487- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1193 - - 1133 - - 226 229 623 231 249 732 Mov Cap-2 Maneuver ------226229-231249- Stage 1 ------448451-697657- Stage 2 ------667616-447451- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.37 0.05 10.79 30.24 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)623 1193 - - 1133 - - 330 HCM Lane V/C Ratio 0.002 0.073 - - 0.002 - - 0.586 HCM Ctrl Dly (s/v)10.8 8.3 - - 8.2 - - 30.2 HCM Lane LOS B A - - A - - D HCM 95th %tile Q(veh) 0 0.2 - - 0 - - 3.5 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 364 4 366 377 1089 0 0 693 353 Future Volume (veh/h) 0 0 0 364 4 366 377 1089 0 0 693 353 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 374 0 373 385 1111 0 0 707 360 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000000000 Cap, veh/h 1007 0 448 1130 2475 0 0 1247 549 Arrive On Green 0.28 0.00 0.28 0.64 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1588 Grp Volume(v), veh/h 374 0 373 385 1111 0 0 707 360 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1588 Q Serve(g_s), s 9.2 0.0 23.9 5.5 0.0 0.0 0.0 17.5 21.1 Cycle Q Clear(g_c), s 9.2 0.0 23.9 5.5 0.0 0.0 0.0 17.5 21.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1007 0 448 1130 2475 0 0 1247 549 V/C Ratio(X)0.37 0.00 0.83 0.34 0.45 0.00 0.00 0.57 0.66 Avail Cap(c_a), veh/h 1546 0 688 1130 2475 0 0 1247 549 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.70 0.70 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 32.0 0.0 37.3 14.3 0.0 0.0 0.0 29.3 30.5 Incr Delay (d2), s/veh 0.2 0.0 5.3 0.1 0.4 0.0 0.0 1.9 6.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 10.0 1.9 0.1 0.0 0.0 7.8 8.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.2 0.0 42.6 14.4 0.4 0.0 0.0 31.2 36.5 LnGrp LOS C D B A C D Approach Vol, veh/h 747 1496 1067 Approach Delay, s/veh 37.4 4.0 33.0 Approach LOS D A C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 77.4 37.4 40.0 32.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 57.0 17.0 36.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 7.5 23.1 25.9 Green Ext Time (p_c), s 11.1 1.0 5.1 2.7 Intersection Summary HCM 7th Control Delay, s/veh 20.9 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 427 2 327 0 0 0 0 1039 372 205 852 0 Future Volume (veh/h) 427 2 327 0 0 0 0 1039 372 205 852 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 534 0 221 0 1049 376 207 861 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000 000000 Cap, veh/h 705 0 314 0 1497 530 624 2775 0 Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.36 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2709 925 3510 3705 0 Grp Volume(v), veh/h 534 0 221 0 720 705 207 861 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1734 1755 1805 0 Q Serve(g_s), s 15.3 0.0 14.1 0.0 0.0 0.0 4.7 0.0 0.0 Cycle Q Clear(g_c), s 15.3 0.0 14.1 0.0 0.0 0.0 4.7 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.53 1.00 0.00 Lane Grp Cap(c), veh/h 705 0 314 0 1034 993 624 2775 0 V/C Ratio(X) 0.76 0.00 0.70 0.00 0.70 0.71 0.33 0.31 0.00 Avail Cap(c_a), veh/h 954 0 424 0 1034 993 624 2775 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.58 0.58 0.92 0.92 0.00 Uniform Delay (d), s/veh41.8 0.0 41.3 0.0 0.0 0.0 30.7 0.0 0.0 Incr Delay (d2), s/veh 2.4 0.0 3.3 0.0 2.3 2.5 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.0 0.0 5.9 0.0 0.7 0.7 1.9 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.2 0.0 44.6 0.0 2.3 2.5 30.9 0.3 0.0 LnGrp LOS D D A A C A Approach Vol, veh/h 755 1425 1068 Approach Delay, s/veh 44.4 2.4 6.2 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s21.6 65.0 23.4 86.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 61.0 27.0 75.0 Max Q Clear Time (g_c+I1), s6.7 2.0 17.3 2.0 Green Ext Time (p_c), s 0.2 16.1 2.1 7.7 Intersection Summary HCM 7th Control Delay, s/veh 13.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 166 273 44 115 186 370 61 876 88 235 775 170 Future Volume (veh/h) 166 273 44 115 186 370 61 876 88 235 775 170 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 173 284 46 120 194 385 64 913 92 245 807 177 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 270 1011 451 213 472 400 99 1204 537 496 1559 680 Arrive On Green 0.08 0.28 0.28 0.06 0.25 0.25 0.05 0.33 0.33 0.09 0.29 0.29 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 173 284 46 120 194 385 64 913 92 245 807 177 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 5.3 6.8 2.3 3.7 9.4 26.0 3.8 24.8 3.4 7.3 20.6 6.2 Cycle Q Clear(g_c), s 5.3 6.8 2.3 3.7 9.4 26.0 3.8 24.8 3.4 7.3 20.6 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 270 1011 451 213 472 400 99 1204 537 496 1559 680 V/C Ratio(X) 0.64 0.28 0.10 0.56 0.41 0.96 0.65 0.76 0.17 0.49 0.52 0.26 Avail Cap(c_a), veh/h 447 1011 451 415 472 400 197 1204 537 496 1559 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.94 0.94 0.94 Uniform Delay (d), s/veh49.3 30.9 29.3 50.3 34.6 40.9 50.9 32.7 14.8 46.1 29.5 11.0 Incr Delay (d2), s/veh 2.5 0.2 0.1 2.3 0.6 35.5 6.5 4.2 0.6 0.7 1.2 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 3.0 0.9 1.7 4.4 14.1 1.9 11.4 1.8 3.3 9.6 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.8 31.1 29.4 52.6 35.2 76.3 57.4 36.9 15.4 46.8 30.7 11.9 LnGrp LOS DCCDDEEDBDCB Approach Vol, veh/h 503 699 1069 1229 Approach Delay, s/veh 38.1 60.8 36.3 31.2 Approach LOS D E D C Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s20.8 42.0 10.7 36.5 10.0 52.8 14.2 33.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s9.3 26.8 5.7 8.8 5.8 22.6 7.3 28.0 Green Ext Time (p_c), s 0.2 4.3 0.2 1.8 0.0 5.4 0.2 0.0 Intersection Summary HCM 7th Control Delay, s/veh 39.7 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Opening Year (2026) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 71 17 7 52 37 41 883 61 58 707 68 Future Volume (veh/h) 52 71 17 7 52 37 41 883 61 58 707 68 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 55 76 18 7 55 39 44 939 65 62 752 72 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 190 216 51 192 150 107 534 2577 1150 162 1688 162 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.30 0.71 0.71 0.09 0.51 0.51 Sat Flow, veh/h 1319 1476 350 1313 1026 728 1810 3610 1610 1810 3321 318 Grp Volume(v), veh/h 55 0 94 7 0 94 44 939 65 62 409 415 Grp Sat Flow(s),veh/h/ln1319 0 1825 1313 0 1754 1810 1805 1610 1810 1805 1834 Q Serve(g_s), s 4.7 0.0 5.6 0.6 0.0 5.8 2.1 12.1 1.4 3.9 17.3 17.3 Cycle Q Clear(g_c), s 10.5 0.0 5.6 6.1 0.0 5.8 2.1 12.1 1.4 3.9 17.3 17.3 Prop In Lane 1.00 0.19 1.00 0.41 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 190 0 268 192 0 257 534 2577 1150 162 918 932 V/C Ratio(X) 0.29 0.00 0.35 0.04 0.00 0.37 0.08 0.36 0.06 0.38 0.45 0.45 Avail Cap(c_a), veh/h 425 0 593 426 0 570 534 2577 1150 211 918 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 Uniform Delay (d), s/veh50.9 0.0 46.1 48.8 0.0 46.2 30.6 6.6 5.1 51.5 18.7 18.8 Incr Delay (d2), s/veh 0.8 0.0 0.8 0.1 0.0 0.9 0.1 0.4 0.1 1.3 1.3 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 2.6 0.2 0.0 2.6 0.9 4.4 0.5 1.8 7.5 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.7 0.0 46.9 48.9 0.0 47.0 30.6 7.0 5.2 52.8 20.1 20.1 LnGrp LOS D DD DCAADCC Approach Vol, veh/h 149 101 1048 886 Approach Delay, s/veh 48.7 47.2 7.9 22.4 Approach LOS D D A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.7 87.7 19.6 37.4 63.0 19.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s12.0 59.0 37.0 12.0 59.0 37.0 Max Q Clear Time (g_c+I1), s5.9 14.1 12.5 4.1 19.3 8.1 Green Ext Time (p_c), s 0.0 8.7 0.6 0.0 6.2 0.5 Intersection Summary HCM 7th Control Delay, s/veh 18.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 198 1 89 228 92 44 557 74 61 428 137 Future Volume (veh/h) 112 198 1 89 228 92 44 557 74 61 428 137 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 119 211 1 95 243 98 47 593 79 65 455 146 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 000000000000 Cap, veh/h 178 472 208 175 465 204 149 2223 978 164 2251 1004 Arrive On Green 0.10 0.13 0.13 0.10 0.13 0.13 0.08 0.62 0.62 0.09 0.62 0.62 Sat Flow, veh/h 1810 3610 1595 1810 3610 1588 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 119 211 1 95 243 98 47 593 79 65 455 146 Grp Sat Flow(s),veh/h/ln 1810 1805 1595 1810 1805 1588 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 7.6 6.5 0.1 6.0 7.5 6.9 2.9 9.1 2.4 4.1 6.5 4.5 Cycle Q Clear(g_c), s 7.6 6.5 0.1 6.0 7.5 6.9 2.9 9.1 2.4 4.1 6.5 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 472 208 175 465 204 149 2223 978 164 2251 1004 V/C Ratio(X)0.67 0.45 0.00 0.54 0.52 0.48 0.31 0.27 0.08 0.40 0.20 0.15 Avail Cap(c_a), veh/h 226 1384 612 181 1294 569 181 2223 978 196 2251 1004 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 48.2 45.4 51.7 48.8 48.5 51.8 10.6 9.3 51.5 9.7 9.3 Incr Delay (d2), s/veh 5.1 0.7 0.0 3.1 0.9 1.7 1.2 0.3 0.2 1.6 0.2 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 3.0 0.0 2.9 3.5 2.8 1.4 3.6 0.9 1.9 2.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.3 48.8 45.4 54.8 49.7 50.3 53.0 10.9 9.5 53.0 9.9 9.7 LnGrp LOS EDDDDDDBADAA Approach Vol, veh/h 331 436 719 666 Approach Delay, s/veh 51.8 51.0 13.5 14.1 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 75.9 13.6 17.7 11.9 76.8 13.8 17.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 6.1 11.1 8.0 8.5 4.9 8.5 9.6 9.5 Green Ext Time (p_c), s 0.0 4.6 0.0 1.4 0.0 3.8 0.1 2.0 Intersection Summary HCM 7th Control Delay, s/veh 27.2 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh15.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 38 15 48 69 44 22 387 13 20 347 12 Future Vol, veh/h 44 38 15 48 69 44 22 387 13 20 347 12 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 000000000000 Mvmt Flow 52 45 18 57 82 52 26 461 15 24 413 14 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh12.2 13 17.1 15.9 HCM LOS B B C C Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 91% 0% 72% 0% 61% 0% 100% 91% Vol Right, %0% 0% 9% 0% 28% 0% 39% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 258 142 44 53 48 113 20 231 128 LT Vol 22004404802000 Through Vol 0 258 129 0 38 0 69 0 231 116 RT Vol 00130150440012 Lane Flow Rate 26 307 169 52 63 57 135 24 275 152 Geometry Grp 6666666666 Degree of Util (X) 0.055 0.599 0.327 0.125 0.138 0.133 0.283 0.051 0.545 0.298 Departure Headway (Hd) 7.534 7.025 6.96 8.597 7.892 8.348 7.569 7.636 7.127 7.06 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 476 513 517 417 454 430 475 469 507 509 Service Time 5.277 4.768 4.703 6.355 5.649 6.096 5.317 5.381 4.872 4.805 HCM Lane V/C Ratio 0.055 0.598 0.327 0.125 0.139 0.133 0.284 0.051 0.542 0.299 HCM Control Delay, s/veh 10.7 19.8 13.1 12.6 11.9 12.4 13.3 10.8 18.1 12.8 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.2 3.9 1.4 0.4 0.5 0.5 1.2 0.2 3.2 1.2 HCM 7th AWSC 3: Tailwind Ln & Walnut St Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 73 9 55 144 6 41 1 157 12 1 14 Future Vol, veh/h 7 73 9 55 144 6 41 1 157 12 1 14 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 000000000000 Mvmt Flow 9 91 11 69 180 8 51 1 196 15 1 18 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh9.1 9.8 9.4 8.2 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %21% 100% 0% 100% 0% 44% Vol Thru, %1% 0% 89% 0% 96% 4% Vol Right, %79% 0% 11% 0% 4% 52% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 7 82 55 150 27 LT Vol 417055012 Through Vol 1 0 73 0 144 1 RT Vol 157 0 9 0 6 14 Lane Flow Rate 249 9 103 69 188 34 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.306 0.014 0.152 0.11 0.272 0.046 Departure Headway (Hd) 4.43 5.926 5.344 5.762 5.23 4.908 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 808 600 666 619 683 725 Service Time 2.468 3.699 3.116 3.525 2.992 2.971 HCM Lane V/C Ratio 0.308 0.015 0.155 0.111 0.275 0.047 HCM Control Delay, s/veh 9.4 8.8 9.1 9.2 10 8.2 HCM Lane LOS AAAAAA HCM 95th-tile Q 1.3 0 0.5 0.4 1.1 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 266 13 11 219 305 36 8 38 212 3 72 Future Vol, veh/h 44 266 13 11 219 305 36 8 38 212 3 72 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 000000000000 Mvmt Flow 47 283 14 12 233 324 38 9 40 226 3 77 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 557 0 0 297 0 0 641 964 290 799 809 395 Stage 1 ------384384-419419- Stage 2 ------258581-381390- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1023 - - 1276 - - 390 257 754 306 317 658 Stage 1 ------643615-616594- Stage 2 ------751503-645611- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1023 - - 1276 - - 323 243 754 265 299 658 Mov Cap-2 Maneuver ------323243-265299- Stage 1 ------614587-610588- Stage 2 ------654498-575583- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.18 0.16 15.78 83.46 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)421 1023 - - 1276 - - 312 HCM Lane V/C Ratio 0.207 0.046 - - 0.009 - - 0.98 HCM Ctrl Dly (s/v)15.8 8.7 - - 7.8 - - 83.5 HCM Lane LOS C A - - A - - F HCM 95th %tile Q(veh) 0.8 0.1 - - 0 - - 10.3 HCM 7th TWSC 5: Walnut St & Knox Ave Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 231 171 20 59 34 Future Vol, veh/h 11 231 171 20 59 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 12 251 186 22 64 37 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 208 0 - 0 472 197 Stage 1 - - - - 197 - Stage 2 - - - - 275 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1375 - - - 554 850 Stage 1 - - - - 841 - Stage 2 - - - - 776 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1375 - - - 549 850 Mov Cap-2 Maneuver - - - - 549 - Stage 1 - - - - 833 - Stage 2 - - - - 776 - Approach EB WB SB HCM Ctrl Dly, s/v 0.35 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)82 - - - 630 HCM Lane V/C Ratio 0.009 - - - 0.16 HCM Ctrl Dly (s/v)7.6 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.6 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 401 7 320 291 781 0 0 785 301 Future Volume (veh/h) 0 0 0 401 7 320 291 781 0 0 785 301 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 410 0 323 294 789 0 0 793 304 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000 Cap, veh/h 892 0 397 410 2589 0 0 2102 925 Arrive On Green 0.25 0.00 0.25 0.23 1.00 0.00 0.00 0.58 0.58 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1589 Grp Volume(v), veh/h 410 0 323 294 789 0 0 793 304 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1589 Q Serve(g_s), s 10.6 0.0 20.8 8.5 0.0 0.0 0.0 12.9 10.9 Cycle Q Clear(g_c), s 10.6 0.0 20.8 8.5 0.0 0.0 0.0 12.9 10.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 892 0 397 410 2589 0 0 2102 925 V/C Ratio(X)0.46 0.00 0.81 0.72 0.30 0.00 0.00 0.38 0.33 Avail Cap(c_a), veh/h 1250 0 556 511 2589 0 0 2102 925 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.71 0.71 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 0.0 39.1 40.5 0.0 0.0 0.0 12.3 11.9 Incr Delay (d2), s/veh 0.4 0.0 6.3 2.6 0.2 0.0 0.0 0.5 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 8.8 3.5 0.1 0.0 0.0 5.2 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.6 0.0 45.4 43.1 0.2 0.0 0.0 12.8 12.8 LnGrp LOS D D D A B B Approach Vol, veh/h 733 1083 1097 Approach Delay, s/veh 39.9 11.9 12.8 Approach LOS D B B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.9 14.8 66.0 29.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 66.0 14.0 48.0 36.0 Max Q Clear Time (g_c+I1), s 2.0 10.5 14.9 22.8 Green Ext Time (p_c), s 6.8 0.3 7.9 2.3 Intersection Summary HCM 7th Control Delay, s/veh 19.3 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 288 3 411 0 0 0 0 784 510 307 879 0 Future Volume (veh/h) 288 3 411 0 0 0 0 784 510 307 879 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 445 0 260 0 800 520 313 897 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000 000000 Cap, veh/h 742 0 330 0 1301 834 434 2738 0 Arrive On Green 0.21 0.00 0.21 0.00 1.00 1.00 0.25 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2205 1352 3510 3705 0 Grp Volume(v), veh/h 445 0 260 0 683 637 313 897 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1657 1755 1805 0 Q Serve(g_s), s 12.3 0.0 16.8 0.0 0.0 0.0 9.0 0.0 0.0 Cycle Q Clear(g_c), s 12.3 0.0 16.8 0.0 0.0 0.0 9.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.82 1.00 0.00 Lane Grp Cap(c), veh/h 742 0 330 0 1113 1021 434 2738 0 V/C Ratio(X) 0.60 0.00 0.79 0.00 0.61 0.62 0.72 0.33 0.00 Avail Cap(c_a), veh/h 941 0 419 0 1113 1021 638 2738 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.70 0.70 0.91 0.91 0.00 Uniform Delay (d), s/veh39.6 0.0 41.4 0.0 0.0 0.0 39.6 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 7.6 0.0 1.8 2.0 2.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 0.0 7.3 0.0 0.6 0.6 3.6 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.4 0.0 49.0 0.0 1.8 2.0 41.7 0.3 0.0 LnGrp LOS D D A A D A Approach Vol, veh/h 705 1320 1210 Approach Delay, s/veh 43.6 1.9 11.0 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s15.6 69.8 24.6 85.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s18.0 53.4 26.6 75.4 Max Q Clear Time (g_c+I1), s11.0 2.0 18.8 2.0 Green Ext Time (p_c), s 0.6 13.9 1.7 8.2 Intersection Summary HCM 7th Control Delay, s/veh 14.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 322 99 90 263 288 112 750 86 317 836 137 Future Volume (veh/h) 256 322 99 90 263 288 112 750 86 317 836 137 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 269 339 104 95 277 303 118 789 91 334 880 144 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 365 1030 459 183 414 351 161 1204 537 507 1447 631 Arrive On Green 0.10 0.29 0.29 0.05 0.22 0.22 0.09 0.33 0.33 0.05 0.13 0.13 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 269 339 104 95 277 303 118 789 91 334 880 144 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 8.2 8.1 5.4 2.9 14.7 19.9 7.0 20.5 3.4 10.3 25.3 5.7 Cycle Q Clear(g_c), s 8.2 8.1 5.4 2.9 14.7 19.9 7.0 20.5 3.4 10.3 25.3 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 365 1030 459 183 414 351 161 1204 537 507 1447 631 V/C Ratio(X) 0.74 0.33 0.23 0.52 0.67 0.86 0.73 0.66 0.17 0.66 0.61 0.23 Avail Cap(c_a), veh/h 447 1030 459 415 472 400 197 1204 537 507 1447 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 0.94 0.94 0.94 Uniform Delay (d), s/veh47.8 31.0 30.0 50.8 39.4 41.4 48.8 31.3 15.2 49.7 39.6 12.9 Incr Delay (d2), s/veh 5.0 0.2 0.2 2.3 3.0 15.9 9.4 2.5 0.6 2.9 1.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 3.4 2.0 1.3 6.9 9.1 3.5 8.9 1.7 4.9 12.5 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.8 31.2 30.3 53.0 42.4 57.3 58.3 33.8 15.9 52.7 41.4 13.7 LnGrp LOS DCCDDEECBDDB Approach Vol, veh/h 712 675 998 1358 Approach Delay, s/veh 39.2 50.6 35.0 41.2 Approach LOSDDDD Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s21.2 42.0 9.7 37.1 13.8 49.4 17.1 29.7 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s12.3 22.5 4.9 10.1 9.0 27.3 10.2 21.9 Green Ext Time (p_c), s 0.0 4.3 0.1 2.1 0.0 4.1 0.2 1.1 Intersection Summary HCM 7th Control Delay, s/veh 40.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Opening Year (2026) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 112 44 61 135 86 47 723 142 59 852 128 Future Volume (veh/h) 131 112 44 61 135 86 47 723 142 59 852 128 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 139 119 47 65 144 91 50 769 151 63 906 136 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 300 378 149 358 317 201 190 1883 840 207 1666 250 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.10 0.52 0.52 0.11 0.53 0.53 Sat Flow, veh/h 1162 1288 509 1234 1081 683 1810 3610 1610 1810 3137 471 Grp Volume(v), veh/h 139 0 166 65 0 235 50 769 151 63 521 521 Grp Sat Flow(s),veh/h/ln1162 0 1796 1234 0 1765 1810 1805 1610 1810 1805 1802 Q Serve(g_s), s 9.4 0.0 6.1 3.7 0.0 9.2 2.2 11.0 4.2 2.7 16.2 16.2 Cycle Q Clear(g_c), s 18.7 0.0 6.1 9.8 0.0 9.2 2.2 11.0 4.2 2.7 16.2 16.2 Prop In Lane 1.00 0.28 1.00 0.39 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 300 0 527 358 0 518 190 1883 840 207 959 957 V/C Ratio(X) 0.46 0.00 0.31 0.18 0.00 0.45 0.26 0.41 0.18 0.30 0.54 0.54 Avail Cap(c_a), veh/h 472 0 793 541 0 779 255 1883 840 255 959 957 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.1 0.0 23.4 27.2 0.0 24.5 35.1 12.4 10.8 34.6 13.2 13.2 Incr Delay (d2), s/veh 1.1 0.0 0.3 0.2 0.0 0.6 0.7 0.7 0.5 0.8 2.2 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.7 0.0 2.6 1.1 0.0 3.8 1.0 4.3 1.5 1.2 6.6 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.2 0.0 23.7 27.5 0.0 25.1 35.8 13.0 11.2 35.4 15.4 15.4 LnGrp LOS C C C C D B B D B B Approach Vol, veh/h 305 300 970 1105 Approach Delay, s/veh 28.1 25.6 13.9 16.5 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s11.7 46.4 27.0 10.9 47.2 27.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 42.4 35.6 10.0 42.4 35.6 Max Q Clear Time (g_c+I1), s4.7 13.0 20.7 4.2 18.2 11.8 Green Ext Time (p_c), s 0.0 6.6 1.3 0.0 7.6 1.6 Intersection Summary HCM 7th Control Delay, s/veh 17.9 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 79 352 3 88 156 74 25 387 79 129 400 73 Future Volume (veh/h) 79 352 3 88 156 74 25 387 79 129 400 73 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 85 378 3 95 168 80 27 416 85 139 430 78 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 000000000000 Cap, veh/h 263 599 265 175 422 186 120 1324 582 550 2183 974 Arrive On Green 0.15 0.17 0.17 0.10 0.12 0.12 0.07 0.37 0.37 0.30 0.60 0.60 Sat Flow, veh/h 1810 3610 1599 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 85 378 3 95 168 80 27 416 85 139 430 78 Grp Sat Flow(s),veh/h/ln 1810 1805 1599 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 5.1 11.7 0.2 6.0 5.2 5.6 1.7 9.9 3.2 6.9 6.4 1.1 Cycle Q Clear(g_c), s 5.1 11.7 0.2 6.0 5.2 5.6 1.7 9.9 3.2 6.9 6.4 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 263 599 265 175 422 186 120 1324 582 550 2183 974 V/C Ratio(X)0.32 0.63 0.01 0.54 0.40 0.43 0.23 0.31 0.15 0.25 0.20 0.08 Avail Cap(c_a), veh/h 263 1294 573 196 1294 569 181 1324 582 550 2183 974 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 46.6 41.8 51.7 49.1 49.3 53.1 27.2 14.0 31.5 10.6 2.1 Incr Delay (d2), s/veh 0.7 1.1 0.0 2.6 0.6 1.6 0.9 0.6 0.5 0.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.3 0.1 2.9 2.4 2.3 0.8 4.4 1.7 3.1 2.6 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.7 47.7 41.8 54.3 49.7 50.8 54.1 27.8 14.5 31.7 10.8 2.3 LnGrp LOS DDDDDDDCBCBA Approach Vol, veh/h 466 343 528 647 Approach Delay, s/veh 47.5 51.2 27.0 14.3 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 38.5 46.0 13.6 21.9 9.9 74.6 19.5 16.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 8.9 11.9 8.0 13.7 3.7 8.4 7.1 7.6 Green Ext Time (p_c), s 0.0 3.2 0.0 2.6 0.0 3.4 0.1 1.4 Intersection Summary HCM 7th Control Delay, s/veh 31.9 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 16 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 100 23 28 48 44 19 434 59 58 389 21 Future Vol, veh/h 45 100 23 28 48 44 19 434 59 58 389 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 47 105 24 29 51 46 20 457 62 61 409 22 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh13.5 12.7 17.6 15.9 HCM LOS B B C C Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 71% 0% 81% 0% 52% 0% 100% 86% Vol Right, %0% 0% 29% 0% 19% 0% 48% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 289 204 45 123 28 92 58 259 151 LT Vol 19004502805800 Through Vol 0 289 145 0 100 0 48 0 259 130 RT Vol 00590230440021 Lane Flow Rate 20 305 214 47 129 29 97 61 273 159 Geometry Grp 6666666666 Degree of Util (X) 0.043 0.604 0.413 0.113 0.286 0.072 0.213 0.131 0.548 0.314 Departure Headway (Hd) 7.651 7.142 6.936 8.584 7.948 8.775 7.93 7.737 7.228 7.129 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 468 506 519 417 452 408 452 463 500 504 Service Time 5.399 4.89 4.684 6.343 5.705 6.537 5.692 5.487 4.978 4.879 HCM Lane V/C Ratio 0.043 0.603 0.412 0.113 0.285 0.071 0.215 0.132 0.546 0.315 HCM Control Delay, s/veh 10.7 20.3 14.5 12.4 13.9 12.2 12.8 11.7 18.4 13.1 HCM Lane LOS B C BBBBBBCB HCM 95th-tile Q 0.1 3.9 2 0.4 1.2 0.2 0.8 0.4 3.3 1.3 HCM 7th AWSC 3: Tailwind Ln & Walnut St Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 176 14 23 104 19 9 1 22 6 0 22 Future Vol, veh/h 22 176 14 23 104 19 9 1 22 6 0 22 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 000000000000 Mvmt Flow 26 205 16 27 121 22 10 1 26 7 0 26 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh9.3 8.6 7.8 7.7 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %28% 100% 0% 100% 0% 21% Vol Thru, %3% 0% 93% 0% 85% 0% Vol Right, %69% 0% 7% 0% 15% 79% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 32 22 190 23 123 28 LT Vol 92202306 Through Vol 1 0 176 0 104 0 RT Vol 22 014 01922 Lane Flow Rate 37 26 221 27 143 33 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.047 0.038 0.292 0.04 0.189 0.041 Departure Headway (Hd) 4.553 5.314 4.761 5.358 4.748 4.487 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 787 678 760 670 758 798 Service Time 2.578 3.014 2.461 3.076 2.465 2.512 HCM Lane V/C Ratio 0.047 0.038 0.291 0.04 0.189 0.041 HCM Control Delay, s/veh 7.8 8.2 9.4 8.3 8.6 7.7 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.1 0.1 1.2 0.1 0.7 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 10.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 83 416 37 39 236 122 22 6 23 103 9 81 Future Vol, veh/h 83 416 37 39 236 122 22 6 23 103 9 81 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 87 438 39 41 248 128 23 6 24 108 9 85 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 377 0 0 477 0 0 967 1091 457 1011 1046 313 Stage 1 ------632632-395395- Stage 2 ------335459-616652- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1193 - - 1096 - - 236 217 608 220 230 732 Stage 1 ------472477-634608- Stage 2 ------683570-482467- Platoon blocked, %- -- - Mov Cap-1 Maneuver 1193 - - 1096 - - 178 193 608 183 205 732 Mov Cap-2 Maneuver ------178193-183205- Stage 1 ------437442-611585- Stage 2 ------571549-422433- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.28 0.83 22.01 50.33 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)265 1193 - - 1096 - - 269 HCM Lane V/C Ratio 0.203 0.073 - - 0.037 - - 0.755 HCM Ctrl Dly (s/v)22 8.3 - - 8.4 - - 50.3 HCM Lane LOS C A - - A - - F HCM 95th %tile Q(veh) 0.7 0.2 - - 0.1 - - 5.5 HCM 7th TWSC 5: Walnut St & Knox Ave Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 37 167 124 65 39 22 Future Vol, veh/h 37 167 124 65 39 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 40 182 135 71 42 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 205 0 - 0 432 170 Stage 1 - - - - 170 - Stage 2 - - - - 262 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1378 - - - 584 879 Stage 1 - - - - 865 - Stage 2 - - - - 787 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1378 - - - 565 879 Mov Cap-2 Maneuver - - - - 565 - Stage 1 - - - - 837 - Stage 2 - - - - 787 - Approach EB WB SB HCM Ctrl Dly, s/v 1.39 0 11.18 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)326 - - - 649 HCM Lane V/C Ratio 0.029 - - - 0.102 HCM Ctrl Dly (s/v)7.7 0 - - 11.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 411 4 366 388 1095 0 0 702 353 Future Volume (veh/h) 0 0 0 411 4 366 388 1095 0 0 702 353 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 422 0 373 396 1117 0 0 716 360 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000000000 Cap, veh/h 1012 0 450 1125 2470 0 0 1247 549 Arrive On Green 0.28 0.00 0.28 0.64 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1588 Grp Volume(v), veh/h 422 0 373 396 1117 0 0 716 360 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1588 Q Serve(g_s), s 10.5 0.0 23.9 5.8 0.0 0.0 0.0 17.8 21.1 Cycle Q Clear(g_c), s 10.5 0.0 23.9 5.8 0.0 0.0 0.0 17.8 21.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1012 0 450 1125 2470 0 0 1247 549 V/C Ratio(X)0.42 0.00 0.83 0.35 0.45 0.00 0.00 0.57 0.66 Avail Cap(c_a), veh/h 1546 0 688 1125 2470 0 0 1247 549 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.66 0.66 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 32.3 0.0 37.2 14.5 0.0 0.0 0.0 29.4 30.5 Incr Delay (d2), s/veh 0.3 0.0 5.1 0.1 0.4 0.0 0.0 1.9 6.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 9.9 2.0 0.1 0.0 0.0 8.0 8.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.6 0.0 42.3 14.6 0.4 0.0 0.0 31.3 36.5 LnGrp LOS C D B A C D Approach Vol, veh/h 795 1513 1076 Approach Delay, s/veh 37.1 4.1 33.1 Approach LOS D A C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 77.3 37.3 40.0 32.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 57.0 17.0 36.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 7.8 23.1 25.9 Green Ext Time (p_c), s 11.2 1.0 5.2 2.9 Intersection Summary HCM 7th Control Delay, s/veh 21.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 427 2 346 0 0 0 0 1056 400 205 908 0 Future Volume (veh/h) 427 2 346 0 0 0 0 1056 400 205 908 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 540 0 233 0 1067 404 207 917 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000 000000 Cap, veh/h 712 0 317 0 1474 549 618 2769 0 Arrive On Green 0.20 0.00 0.20 0.00 1.00 1.00 0.35 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2669 958 3510 3705 0 Grp Volume(v), veh/h 540 0 233 0 743 728 207 917 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1727 1755 1805 0 Q Serve(g_s), s 15.5 0.0 14.9 0.0 0.0 0.0 4.8 0.0 0.0 Cycle Q Clear(g_c), s 15.5 0.0 14.9 0.0 0.0 0.0 4.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.55 1.00 0.00 Lane Grp Cap(c), veh/h 712 0 317 0 1034 989 618 2769 0 V/C Ratio(X) 0.76 0.00 0.74 0.00 0.72 0.74 0.34 0.33 0.00 Avail Cap(c_a), veh/h 954 0 424 0 1034 989 618 2769 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.55 0.55 0.92 0.92 0.00 Uniform Delay (d), s/veh41.7 0.0 41.5 0.0 0.0 0.0 30.9 0.0 0.0 Incr Delay (d2), s/veh 2.5 0.0 4.5 0.0 2.4 2.7 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.1 0.0 6.3 0.0 0.7 0.7 1.9 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.2 0.0 46.0 0.0 2.4 2.7 31.2 0.3 0.0 LnGrp LOS D D A A C A Approach Vol, veh/h 773 1471 1124 Approach Delay, s/veh 44.7 2.6 6.0 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s21.4 65.0 23.6 86.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 61.0 27.0 75.0 Max Q Clear Time (g_c+I1), s6.8 2.0 17.5 2.0 Green Ext Time (p_c), s 0.2 17.2 2.1 8.4 Intersection Summary HCM 7th Control Delay, s/veh 13.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 183 279 44 115 195 370 61 904 88 235 822 198 Future Volume (veh/h) 183 279 44 115 195 370 61 904 88 235 822 198 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 191 291 46 120 203 385 64 942 92 245 856 206 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 289 1030 459 213 472 400 99 1204 537 477 1540 672 Arrive On Green 0.08 0.29 0.29 0.06 0.25 0.25 0.05 0.33 0.33 0.09 0.29 0.29 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 191 291 46 120 203 385 64 942 92 245 856 206 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 5.8 6.9 2.3 3.7 9.9 26.0 3.8 25.9 3.4 7.3 22.1 7.3 Cycle Q Clear(g_c), s 5.8 6.9 2.3 3.7 9.9 26.0 3.8 25.9 3.4 7.3 22.1 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 289 1030 459 213 472 400 99 1204 537 477 1540 672 V/C Ratio(X) 0.66 0.28 0.10 0.56 0.43 0.96 0.65 0.78 0.17 0.51 0.56 0.31 Avail Cap(c_a), veh/h 447 1030 459 415 472 400 197 1204 537 477 1540 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0.93 0.93 Uniform Delay (d), s/veh49.0 30.6 28.9 50.3 34.8 40.9 50.9 33.0 14.8 46.5 30.4 11.2 Incr Delay (d2), s/veh 2.6 0.1 0.1 2.3 0.6 35.5 6.4 4.8 0.6 0.9 1.4 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 3.0 0.9 1.7 4.6 14.1 1.9 11.9 1.8 3.3 10.4 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.6 30.7 29.0 52.6 35.4 76.3 57.3 37.8 15.4 47.4 31.8 12.3 LnGrp LOS DCCDDEEDBDCB Approach Vol, veh/h 528 708 1098 1307 Approach Delay, s/veh 38.1 60.6 37.1 31.6 Approach LOS D E D C Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s20.3 42.0 10.7 37.1 10.0 52.2 14.7 33.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s9.3 27.9 5.7 8.9 5.8 24.1 7.8 28.0 Green Ext Time (p_c), s 0.2 4.0 0.2 1.9 0.0 5.4 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 39.8 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Opening Year (2026) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 77 23 7 61 37 50 883 61 58 707 115 Future Volume (veh/h) 80 77 23 7 61 37 50 883 61 58 707 115 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 85 82 24 7 65 39 53 939 65 62 752 122 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 215 239 70 215 188 113 491 2491 1111 162 1575 255 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.27 0.69 0.69 0.09 0.51 0.51 Sat Flow, veh/h 1307 1403 411 1300 1105 663 1810 3610 1610 1810 3098 502 Grp Volume(v), veh/h 85 0 106 7 0 104 53 939 65 62 438 436 Grp Sat Flow(s),veh/h/ln1307 0 1813 1300 0 1767 1810 1805 1610 1810 1805 1796 Q Serve(g_s), s 7.4 0.0 6.2 0.6 0.0 6.2 2.6 13.1 1.6 3.9 18.9 18.9 Cycle Q Clear(g_c), s 13.6 0.0 6.2 6.8 0.0 6.2 2.6 13.1 1.6 3.9 18.9 18.9 Prop In Lane 1.00 0.23 1.00 0.38 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 215 0 309 215 0 301 491 2491 1111 162 918 913 V/C Ratio(X) 0.40 0.00 0.34 0.03 0.00 0.35 0.11 0.38 0.06 0.38 0.48 0.48 Avail Cap(c_a), veh/h 417 0 589 416 0 574 491 2491 1111 211 918 913 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 Uniform Delay (d), s/veh49.9 0.0 43.9 46.8 0.0 43.9 32.8 7.8 6.0 51.5 19.2 19.2 Incr Delay (d2), s/veh 1.2 0.0 0.7 0.1 0.0 0.7 0.1 0.4 0.1 1.2 1.5 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 2.8 0.2 0.0 2.8 1.2 4.9 0.5 1.8 8.2 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.0 0.0 44.5 46.9 0.0 44.6 32.9 8.2 6.1 52.7 20.6 20.6 LnGrp LOS D DD DCAADCC Approach Vol, veh/h 191 111 1057 936 Approach Delay, s/veh 47.4 44.7 9.3 22.7 Approach LOS D D A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.7 84.8 22.5 34.5 63.0 22.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s12.0 59.0 37.0 12.0 59.0 37.0 Max Q Clear Time (g_c+I1), s5.9 15.1 15.6 4.6 20.9 8.8 Green Ext Time (p_c), s 0.0 8.7 0.8 0.0 6.7 0.6 Intersection Summary HCM 7th Control Delay, s/veh 19.7 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 286 12 89 310 112 45 580 88 125 584 271 Future Volume (veh/h) 146 286 12 89 310 112 45 580 88 125 584 271 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 154 301 13 94 326 118 47 611 93 132 615 285 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 209 623 276 174 555 244 149 2026 891 186 2100 937 Arrive On Green 0.12 0.17 0.17 0.10 0.15 0.15 0.08 0.56 0.56 0.10 0.58 0.58 Sat Flow, veh/h 1810 3610 1599 1810 3610 1589 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 154 301 13 94 326 118 47 611 93 132 615 285 Grp Sat Flow(s),veh/h/ln 1810 1805 1599 1810 1805 1589 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 9.9 9.0 0.8 5.9 10.1 8.1 2.9 10.7 3.3 8.5 10.3 10.8 Cycle Q Clear(g_c), s 9.9 9.0 0.8 5.9 10.1 8.1 2.9 10.7 3.3 8.5 10.3 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 623 276 174 555 244 149 2026 891 186 2100 937 V/C Ratio(X)0.74 0.48 0.05 0.54 0.59 0.48 0.31 0.30 0.10 0.71 0.29 0.30 Avail Cap(c_a), veh/h 226 1384 613 181 1294 569 181 2026 891 196 2100 937 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 44.8 41.4 51.7 47.2 46.4 51.8 13.9 12.3 52.1 12.7 12.8 Incr Delay (d2), s/veh 11.1 0.6 0.1 2.9 1.0 1.5 1.2 0.4 0.2 10.6 0.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 4.1 0.3 2.8 4.6 3.3 1.4 4.4 1.2 4.4 4.2 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.4 45.4 41.5 54.6 48.2 47.9 53.0 14.3 12.5 62.7 13.0 13.6 LnGrp LOS EDDDDDD BBEBB Approach Vol, veh/h 468 538 751 1032 Approach Delay, s/veh 50.9 49.3 16.5 19.5 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 69.4 13.6 22.7 11.9 71.8 15.8 20.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 10.5 12.7 7.9 11.0 4.9 12.8 11.9 12.1 Green Ext Time (p_c), s 0.0 4.8 0.0 2.1 0.0 5.7 0.0 2.6 Intersection Summary HCM 7th Control Delay, s/veh 29.7 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 19 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 34 16 33 93 44 43 431 7 38 521 44 Future Vol, veh/h 51 34 16 33 93 44 43 431 7 38 521 44 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 54 36 17 35 98 46 45 454 7 40 548 46 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh12.8 14.3 18.3 21.9 HCM LOS B B C C Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 95% 0% 68% 0% 68% 0% 100% 80% Vol Right, %0% 0% 5% 0% 32% 0% 32% 0% 0% 20% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 287 151 51 50 33 137 38 347 218 LT Vol 43005103303800 Through Vol 0 287 144 0 34 0 93 0 347 174 RT Vol 0070160440044 Lane Flow Rate 45 302 159 54 53 35 144 40 366 229 Geometry Grp 6666666666 Degree of Util (X)0.1 0.623 0.325 0.136 0.123 0.085 0.325 0.086 0.73 0.448 Departure Headway (Hd) 7.927 7.418 7.385 9.124 8.39 8.851 8.118 7.695 7.186 7.042 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 452 487 487 392 426 404 443 465 505 511 Service Time 5.683 5.174 5.14 6.896 6.161 6.617 5.884 5.446 4.937 4.793 HCM Lane V/C Ratio 0.1 0.62 0.326 0.138 0.124 0.087 0.325 0.086 0.725 0.448 HCM Control Delay, s/veh 11.6 21.7 13.7 13.3 12.3 12.4 14.8 11.2 27.1 15.4 HCM Lane LOS B C BBBBBBDC HCM 95th-tile Q 0.3 4.2 1.4 0.5 0.4 0.3 1.4 0.3 6 2.3 HCM 7th AWSC 3: Tailwind Ln & Walnut St Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 80 9 55 141 6 41 1 157 12 1 14 Future Vol, veh/h 7 80 9 55 141 6 41 1 157 12 1 14 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 7 84 9 58 148 6 43 1 165 13 1 15 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.7 9.2 8.7 7.9 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %21% 100% 0% 100% 0% 44% Vol Thru, %1% 0% 90% 0% 96% 4% Vol Right, %79% 0% 10% 0% 4% 52% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 7 89 55 147 27 LT Vol 417055012 Through Vol 1 0 80 0 141 1 RT Vol 157 0 9 0 6 14 Lane Flow Rate 209 7 94 58 155 28 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.249 0.012 0.135 0.091 0.219 0.037 Departure Headway (Hd) 4.282 5.751 5.176 5.63 5.098 4.705 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 838 621 690 635 703 758 Service Time 2.312 3.499 2.923 3.374 2.842 2.75 HCM Lane V/C Ratio 0.249 0.011 0.136 0.091 0.22 0.037 HCM Control Delay, s/veh 8.7 8.6 8.7 8.9 9.3 7.9 HCM Lane LOS AAAAAA HCM 95th-tile Q 1 0 0.5 0.3 0.8 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 189.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44461203353402043680100 Future Vol, veh/h 44461203353402043680100 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 46485203533582043870105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 711 0 0 487 0 0 932 1289 486 1109 1112 532 Stage 1 ------579579-532532- Stage 2 ------353711-578580- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 898 - - 1086 - - 249 165 585 ~ 189 211 552 Stage 1 ------504504-535529- Stage 2 ------668440-505503- Platoon blocked, %- -- - Mov Cap-1 Maneuver 898 - - 1086 - - 191 157 585 ~ 177 200 552 Mov Cap-2 Maneuver ------191157-~ 177200- Stage 1 ------478478-535529- Stage 2 ------541440-475477- Approach EB WB NB SB HCM Ctrl Dly, s/v 0.8 0 15.57 $ 668.94 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)347 898 - - 1086 - - 208 HCM Lane V/C Ratio 0.018 0.052 -----2.373 HCM Ctrl Dly (s/v)15.6 9.2 - - 0 - -$ 668.9 HCM Lane LOS C A - - A - - F HCM 95th %tile Q(veh) 0.1 0.2 - - 0 - - 40.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 463 10 424 292 820 0 0 1102 470 Future Volume (veh/h) 0 0 0 463 10 424 292 820 0 0 1102 470 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 475 0 428 295 828 0 0 1113 475 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000 Cap, veh/h 1107 0 493 410 2374 0 0 1886 830 Arrive On Green 0.31 0.00 0.31 0.23 1.00 0.00 0.00 0.52 0.52 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1589 Grp Volume(v), veh/h 475 0 428 295 828 0 0 1113 475 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1589 Q Serve(g_s), s 11.5 0.0 27.6 8.5 0.0 0.0 0.0 23.4 22.4 Cycle Q Clear(g_c), s 11.5 0.0 27.6 8.5 0.0 0.0 0.0 23.4 22.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1107 0 493 410 2374 0 0 1886 830 V/C Ratio(X)0.43 0.00 0.87 0.72 0.35 0.00 0.00 0.59 0.57 Avail Cap(c_a), veh/h 1250 0 556 511 2374 0 0 1886 830 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.67 0.67 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 0.0 36.1 40.5 0.0 0.0 0.0 18.1 17.9 Incr Delay (d2), s/veh 0.3 0.0 12.7 2.5 0.3 0.0 0.0 1.4 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 12.4 3.5 0.1 0.0 0.0 9.8 8.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.8 0.0 48.8 43.0 0.3 0.0 0.0 19.5 20.7 LnGrp LOS C D D A B C Approach Vol, veh/h 903 1123 1588 Approach Delay, s/veh 39.3 11.5 19.9 Approach LOS D B B Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 74.3 14.9 59.5 35.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 66.0 14.0 48.0 36.0 Max Q Clear Time (g_c+I1), s 2.0 10.5 25.4 29.6 Green Ext Time (p_c), s 7.3 0.3 11.0 2.0 Intersection Summary HCM 7th Control Delay, s/veh 22.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 301 3 491 0 0 0 0 811 478 424 1141 0 Future Volume (veh/h) 301 3 491 0 0 0 0 811 478 424 1141 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 206 0 612 0 828 488 433 1164 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000 000000 Cap, veh/h 418 0 744 0 1229 716 543 2645 0 Arrive On Green 0.23 0.00 0.23 0.00 1.00 1.00 0.31 1.00 0.00 Sat Flow, veh/h 1810 0 3220 0 2291 1278 3510 3705 0 Grp Volume(v), veh/h 206 0 612 0 679 637 433 1164 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1670 1755 1805 0 Q Serve(g_s), s 10.9 0.0 19.8 0.0 0.0 0.0 12.4 0.0 0.0 Cycle Q Clear(g_c), s 10.9 0.0 19.8 0.0 0.0 0.0 12.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.77 1.00 0.00 Lane Grp Cap(c), veh/h 418 0 744 0 1010 935 543 2645 0 V/C Ratio(X) 0.49 0.00 0.82 0.00 0.67 0.68 0.80 0.44 0.00 Avail Cap(c_a), veh/h 470 0 837 0 1010 935 638 2645 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.69 0.69 0.81 0.81 0.00 Uniform Delay (d), s/veh36.7 0.0 40.2 0.0 0.0 0.0 36.4 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 6.0 0.0 2.5 2.8 5.0 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 0.0 8.4 0.0 0.7 0.7 4.9 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.6 0.0 46.2 0.0 2.5 2.8 41.4 0.4 0.0 LnGrp LOS D D A A D A Approach Vol, veh/h 818 1316 1597 Approach Delay, s/veh 44.0 2.6 11.5 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s19.0 63.6 27.4 82.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s18.0 53.4 26.6 75.4 Max Q Clear Time (g_c+I1), s14.4 2.0 21.8 2.0 Green Ext Time (p_c), s 0.6 13.8 1.6 12.3 Intersection Summary HCM 7th Control Delay, s/veh 15.5 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 232 584 174 170 401 316 125 740 128 437 1062 133 Future Volume (veh/h) 232 584 174 170 401 316 125 740 128 437 1062 133 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 244 615 183 179 422 333 132 779 135 460 1118 140 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 341 1008 450 275 466 395 176 1204 537 436 1345 587 Arrive On Green 0.10 0.28 0.28 0.08 0.25 0.25 0.10 0.33 0.33 0.08 0.25 0.25 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1574 Grp Volume(v), veh/h 244 615 183 179 422 333 132 779 135 460 1118 140 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1574 Q Serve(g_s), s 7.4 16.3 10.2 5.4 23.7 21.7 7.8 20.2 4.9 13.7 32.3 5.1 Cycle Q Clear(g_c), s 7.4 16.3 10.2 5.4 23.7 21.7 7.8 20.2 4.9 13.7 32.3 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 341 1008 450 275 466 395 176 1204 537 436 1345 587 V/C Ratio(X) 0.72 0.61 0.41 0.65 0.91 0.84 0.75 0.65 0.25 1.05 0.83 0.24 Avail Cap(c_a), veh/h 447 1008 450 415 472 400 197 1204 537 436 1345 587 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 0.88 0.88 0.88 Uniform Delay (d), s/veh48.2 34.4 32.2 49.2 40.3 39.5 48.4 31.1 14.1 50.4 38.0 12.4 Incr Delay (d2), s/veh 3.7 1.1 0.6 2.6 20.9 15.0 12.4 2.5 1.0 55.5 5.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 7.0 3.8 2.4 13.2 9.7 4.0 8.7 2.5 9.5 15.5 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.9 35.5 32.8 51.8 61.2 54.5 60.7 33.6 15.2 106.0 43.4 13.3 LnGrp LOS D D C D E D E C B F D B Approach Vol, veh/h 1042 934 1046 1718 Approach Delay, s/veh 38.9 57.0 34.7 57.7 Approach LOS D E C E Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s19.0 42.0 12.6 36.4 14.7 46.3 16.4 32.7 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s15.7 22.2 7.4 18.3 9.8 34.3 9.4 25.7 Green Ext Time (p_c), s 0.0 4.5 0.2 3.0 0.0 1.7 0.3 0.2 Intersection Summary HCM 7th Control Delay, s/veh 48.3 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Future Build-out Year (2050) Without Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 109 38 64 133 86 46 756 148 77 1211 156 Future Volume (veh/h) 91 109 38 64 133 86 46 756 148 77 1211 156 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 96 115 40 67 140 91 48 796 156 81 1275 164 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 266 354 123 330 282 184 190 1938 864 229 1791 229 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.10 0.54 0.54 0.13 0.56 0.56 Sat Flow, veh/h 1166 1339 466 1246 1068 694 1810 3610 1610 1810 3210 410 Grp Volume(v), veh/h 96 0 155 67 0 231 48 796 156 81 714 725 Grp Sat Flow(s),veh/h/ln1166 0 1804 1246 0 1762 1810 1805 1610 1810 1805 1815 Q Serve(g_s), s 6.3 0.0 5.7 3.8 0.0 9.2 2.0 10.8 4.1 3.4 23.9 24.3 Cycle Q Clear(g_c), s 15.5 0.0 5.7 9.5 0.0 9.2 2.0 10.8 4.1 3.4 23.9 24.3 Prop In Lane 1.00 0.26 1.00 0.39 1.00 1.00 1.00 0.23 Lane Grp Cap(c), veh/h 266 0 477 330 0 466 190 1938 864 229 1007 1013 V/C Ratio(X) 0.36 0.00 0.32 0.20 0.00 0.50 0.25 0.41 0.18 0.35 0.71 0.72 Avail Cap(c_a), veh/h 488 0 820 567 0 801 263 1938 864 263 1007 1013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.3 0.0 24.5 28.3 0.0 25.8 34.0 11.4 9.8 33.1 13.4 13.4 Incr Delay (d2), s/veh 0.8 0.0 0.4 0.3 0.0 0.8 0.7 0.6 0.5 0.9 4.2 4.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 0.0 2.4 1.1 0.0 3.8 0.9 4.1 1.5 1.5 9.8 10.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.1 0.0 24.9 28.6 0.0 26.6 34.7 12.0 10.3 34.0 17.6 17.8 LnGrp LOS C C C C C B B C B B Approach Vol, veh/h 251 298 1000 1520 Approach Delay, s/veh 28.0 27.0 12.8 18.5 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.4 46.4 23.9 10.7 48.2 23.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 42.4 35.6 10.0 42.4 35.6 Max Q Clear Time (g_c+I1), s5.4 12.8 17.5 4.0 26.3 11.5 Green Ext Time (p_c), s 0.1 6.9 1.1 0.0 9.3 1.6 Intersection Summary HCM 7th Control Delay, s/veh 18.3 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 633 4 99 225 109 34 596 108 173 456 115 Future Volume (veh/h) 169 633 4 99 225 109 34 596 108 173 456 115 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 178 666 4 104 237 115 36 627 114 182 480 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 384 895 397 176 481 212 136 1324 582 400 1852 826 Arrive On Green 0.21 0.25 0.25 0.10 0.13 0.13 0.07 0.37 0.37 0.22 0.51 0.51 Sat Flow, veh/h 1810 3610 1602 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 178 666 4 104 237 115 36 627 114 182 480 121 Grp Sat Flow(s),veh/h/ln 1810 1805 1602 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 10.3 20.4 0.2 6.6 7.3 8.1 2.3 16.0 4.4 10.5 9.0 2.0 Cycle Q Clear(g_c), s 10.3 20.4 0.2 6.6 7.3 8.1 2.3 16.0 4.4 10.5 9.0 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 384 895 397 176 481 212 136 1324 582 400 1852 826 V/C Ratio(X)0.46 0.74 0.01 0.59 0.49 0.54 0.27 0.47 0.20 0.45 0.26 0.15 Avail Cap(c_a), veh/h 384 1294 574 196 1294 569 181 1324 582 400 1852 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.3 41.6 34.0 51.9 48.2 48.6 52.4 29.1 14.2 40.5 16.4 2.8 Incr Delay (d2), s/veh 0.9 1.4 0.0 3.8 0.8 2.2 1.0 1.2 0.8 0.8 0.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.2 0.1 3.2 3.4 3.4 1.1 7.1 2.3 4.8 3.8 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.2 43.0 34.0 55.7 49.0 50.8 53.4 30.3 15.0 41.3 16.8 3.2 LnGrp LOS DDCEDDDCBDBA Approach Vol, veh/h 848 456 777 783 Approach Delay, s/veh 42.8 51.0 29.2 20.4 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.5 46.0 13.7 31.8 11.0 63.6 27.5 18.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 12.5 18.0 8.6 22.4 4.3 11.0 12.3 10.1 Green Ext Time (p_c), s 0.0 4.9 0.0 4.4 0.0 3.9 0.0 2.0 Intersection Summary HCM 7th Control Delay, s/veh 34.3 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh36.7 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 90 27 18 39 56 24 686 50 68 470 24 Future Vol, veh/h 63 90 27 18 39 56 24 686 50 68 470 24 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 66 95 28 19 41 59 25 722 53 72 495 25 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh15.4 14.7 54.6 23.6 HCM LOS C B F C Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 82% 0% 77% 0% 41% 0% 100% 87% Vol Right, %0% 0% 18% 0% 23% 0% 59% 0% 0% 13% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 457 279 63 117 18 95 68 313 181 LT Vol 24006301806800 Through Vol 0 457 229 0 90 0 39 0 313 157 RT Vol 00500270560024 Lane Flow Rate 25 481 293 66 123 19 100 72 330 190 Geometry Grp 6666666666 Degree of Util (X) 0.058 1.028 0.616 0.178 0.307 0.052 0.251 0.169 0.731 0.416 Departure Headway (Hd) 8.2 7.689 7.561 9.819 9.14710.142 9.212 8.659 8.147 8.052 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 437 472 478 367 395 355 392 417 445 451 Service Time 5.954 5.443 5.314 7.519 6.847 7.842 6.912 6.359 5.847 5.752 HCM Lane V/C Ratio 0.057 1.019 0.613 0.18 0.311 0.054 0.255 0.173 0.742 0.421 HCM Control Delay, s/veh 11.5 76.9 21.8 14.6 15.8 13.4 15 13.1 30 16.4 HCM Lane LOS B F C B C B B B D C HCM 95th-tile Q 0.2 14.2 4.1 0.6 1.3 0.2 1 0.6 5.8 2 HCM 7th AWSC 3: Tailwind Ln & Walnut St Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 169 14 23 93 19 9 1 22 6 0 22 Future Vol, veh/h 22 169 14 23 93 19 9 1 22 6 0 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 23 178 15 24 98 20 9 1 23 6 0 23 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.9 8.2 7.6 7.5 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %28% 100% 0% 100% 0% 21% Vol Thru, %3% 0% 92% 0% 83% 0% Vol Right, %69% 0% 8% 0% 17% 79% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 32 22 183 23 112 28 LT Vol 92202306 Through Vol 1 0 169 0 93 0 RT Vol 22 014 01922 Lane Flow Rate 34 23 193 24 118 29 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.041 0.033 0.248 0.035 0.151 0.036 Departure Headway (Hd) 4.414 5.185 4.63 5.222 4.602 4.348 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 815 684 767 677 767 828 Service Time 2.418 2.964 2.409 3.021 2.4 2.35 HCM Lane V/C Ratio 0.042 0.034 0.252 0.035 0.154 0.035 HCM Control Delay, s/veh 7.6 8.1 9 8.2 8.2 7.5 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.1 0.1 1 0.1 0.5 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 85.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10275902377236001158085 Future Vol, veh/h 10275902377236001158085 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 10779902397248001166089 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 645 0 0 799 0 0 1415 1663 799 1539 1539 521 Stage 1 ------1014 1014 - 525 525 - Stage 2 ------401649-1014 1014 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 950 - - 833 - - 116 98 389 ~ 95 117 559 Stage 1 ------290319-539532- Stage 2 ------630468-290319- Platoon blocked, %- -- - Mov Cap-1 Maneuver 950 - - 833 - - 86 87 389 ~ 84 103 559 Mov Cap-2 Maneuver ------8687-~ 84103- Stage 1 ------257283-538531- Stage 2 ------527467-257283- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.1 0.03 14.29 $ 598.32 HCM LOS B F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)389 950 - - 833 - - 120 HCM Lane V/C Ratio 0.003 0.113 - - 0.003 - - 2.137 HCM Ctrl Dly (s/v)14.3 9.3 - - 9.3 - -$ 598.3 HCM Lane LOS B A - - A - - F HCM 95th %tile Q(veh) 0 0.4 - - 0 - - 21.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 400 4 477 389 1340 0 0 761 384 Future Volume (veh/h) 0 0 0 400 4 477 389 1340 0 0 761 384 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 411 0 487 397 1367 0 0 777 392 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000000000 Cap, veh/h 1251 0 557 892 2230 0 0 1247 549 Arrive On Green 0.35 0.00 0.35 0.51 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1588 Grp Volume(v), veh/h 411 0 487 397 1367 0 0 777 392 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1588 Q Serve(g_s), s 9.2 0.0 31.2 7.9 0.0 0.0 0.0 19.7 23.6 Cycle Q Clear(g_c), s 9.2 0.0 31.2 7.9 0.0 0.0 0.0 19.7 23.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1251 0 557 892 2230 0 0 1247 549 V/C Ratio(X)0.33 0.00 0.87 0.44 0.61 0.00 0.00 0.62 0.71 Avail Cap(c_a), veh/h 1546 0 688 892 2230 0 0 1247 549 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.51 0.51 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 26.6 0.0 33.7 22.1 0.0 0.0 0.0 30.0 31.3 Incr Delay (d2), s/veh 0.2 0.0 10.3 0.2 0.6 0.0 0.0 2.4 7.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 13.5 2.8 0.2 0.0 0.0 8.9 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.7 0.0 44.1 22.3 0.6 0.0 0.0 32.4 39.0 LnGrp LOS C D C A C D Approach Vol, veh/h 898 1764 1169 Approach Delay, s/veh 36.1 5.5 34.6 Approach LOS D A C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 70.0 30.0 40.0 40.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 57.0 17.0 36.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 9.9 25.6 33.2 Green Ext Time (p_c), s 15.7 0.9 4.9 2.8 Intersection Summary HCM 7th Control Delay, s/veh 21.6 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 2 396 0 0 0 0 1233 436 214 947 0 Future Volume (veh/h) 496 2 396 0 0 0 0 1233 436 214 947 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 626 0 267 0 1245 440 216 957 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000 000000 Cap, veh/h 793 0 353 0 1511 517 540 2688 0 Arrive On Green 0.22 0.00 0.22 0.00 1.00 1.00 0.31 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2734 903 3510 3705 0 Grp Volume(v), veh/h 626 0 267 0 839 846 216 957 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1737 1755 1805 0 Q Serve(g_s), s 18.0 0.0 17.1 0.0 0.0 0.0 5.3 0.0 0.0 Cycle Q Clear(g_c), s 18.0 0.0 17.1 0.0 0.0 0.0 5.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.52 1.00 0.00 Lane Grp Cap(c), veh/h 793 0 353 0 1034 995 540 2688 0 V/C Ratio(X) 0.79 0.00 0.76 0.00 0.81 0.85 0.40 0.36 0.00 Avail Cap(c_a), veh/h 954 0 424 0 1034 995 540 2688 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.24 0.24 0.87 0.87 0.00 Uniform Delay (d), s/veh40.6 0.0 40.2 0.0 0.0 0.0 34.1 0.0 0.0 Incr Delay (d2), s/veh 3.8 0.0 6.3 0.0 1.8 2.4 0.4 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.4 0.0 7.3 0.0 0.5 0.7 2.2 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.3 0.0 46.5 0.0 1.8 2.4 34.5 0.3 0.0 LnGrp LOS D D A A C A Approach Vol, veh/h 893 1685 1173 Approach Delay, s/veh 45.0 2.1 6.6 Approach LOS D A A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s18.9 65.0 26.1 83.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 61.0 27.0 75.0 Max Q Clear Time (g_c+I1), s7.3 2.0 20.0 2.0 Green Ext Time (p_c), s 0.2 22.7 2.1 9.0 Intersection Summary HCM 7th Control Delay, s/veh 13.7 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 198 605 60 183 384 523 97 948 178 341 811 192 Future Volume (veh/h) 198 605 60 183 384 523 97 948 178 341 811 192 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 206 630 63 191 400 545 101 988 185 355 845 200 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 304 969 432 288 472 400 143 1204 537 462 1438 627 Arrive On Green 0.09 0.27 0.27 0.08 0.25 0.25 0.08 0.33 0.33 0.09 0.27 0.27 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1574 Grp Volume(v), veh/h 206 630 63 191 400 545 101 988 185 355 845 200 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1574 Q Serve(g_s), s 6.3 17.0 3.3 5.8 22.1 27.3 6.0 27.6 6.9 10.9 22.4 7.4 Cycle Q Clear(g_c), s 6.3 17.0 3.3 5.8 22.1 27.3 6.0 27.6 6.9 10.9 22.4 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 304 969 432 288 472 400 143 1204 537 462 1438 627 V/C Ratio(X) 0.68 0.65 0.15 0.66 0.85 1.36 0.71 0.82 0.34 0.77 0.59 0.32 Avail Cap(c_a), veh/h 447 969 432 415 472 400 197 1204 537 462 1438 627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 0.92 0.92 0.92 Uniform Delay (d), s/veh48.8 35.7 30.6 49.0 39.4 41.3 49.4 33.6 14.4 48.5 32.5 12.4 Incr Delay (d2), s/veh 2.6 1.5 0.2 2.6 13.6 179.1 6.1 5.7 1.6 7.1 1.6 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 7.6 1.3 2.6 11.9 30.6 2.9 12.8 2.7 5.4 10.6 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.4 37.2 30.8 51.7 52.9 220.5 55.5 39.3 16.0 55.6 34.1 13.6 LnGrp LOS DDCDDFEDBECB Approach Vol, veh/h 899 1136 1274 1400 Approach Delay, s/veh 40.0 133.1 37.2 36.6 Approach LOS D F D D Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s19.8 42.0 13.0 35.2 12.7 49.1 15.2 33.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s12.9 29.6 7.8 19.0 8.0 24.4 8.3 29.3 Green Ext Time (p_c), s 0.0 3.6 0.2 2.8 0.1 5.3 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 60.7 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Future Build-out Year (2050) Without Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 90 24 7 57 39 59 1100 66 61 747 86 Future Volume (veh/h) 77 90 24 7 57 39 59 1100 66 61 747 86 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 81 95 25 7 60 41 62 1158 69 64 786 91 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 213 241 63 199 175 119 497 2500 1115 163 1652 191 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.27 0.69 0.69 0.09 0.51 0.51 Sat Flow, veh/h 1311 1441 379 1284 1044 713 1810 3610 1610 1810 3251 376 Grp Volume(v), veh/h 81 0 120 7 0 101 62 1158 69 64 436 441 Grp Sat Flow(s),veh/h/ln1311 0 1820 1284 0 1757 1810 1805 1610 1810 1805 1822 Q Serve(g_s), s 7.0 0.0 7.1 0.6 0.0 6.1 3.1 17.4 1.7 4.0 18.8 18.8 Cycle Q Clear(g_c), s 13.1 0.0 7.1 7.6 0.0 6.1 3.1 17.4 1.7 4.0 18.8 18.8 Prop In Lane 1.00 0.21 1.00 0.41 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 213 0 304 199 0 294 497 2500 1115 163 918 926 V/C Ratio(X) 0.38 0.00 0.39 0.04 0.00 0.34 0.12 0.46 0.06 0.39 0.48 0.48 Avail Cap(c_a), veh/h 419 0 591 402 0 571 497 2500 1115 211 918 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh49.9 0.0 44.5 48.0 0.0 44.1 32.7 8.3 5.9 51.5 19.1 19.1 Incr Delay (d2), s/veh 1.1 0.0 0.8 0.1 0.0 0.7 0.1 0.6 0.1 1.2 1.4 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 3.3 0.2 0.0 2.7 1.4 6.5 0.6 1.9 8.1 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.0 0.0 45.4 48.0 0.0 44.8 32.8 9.0 6.0 52.7 20.5 20.5 LnGrp LOS D DD DCAADCC Approach Vol, veh/h 201 108 1289 941 Approach Delay, s/veh 47.7 45.0 10.0 22.7 Approach LOS D D A C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.8 85.1 22.1 34.9 63.0 22.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s12.0 59.0 37.0 12.0 59.0 37.0 Max Q Clear Time (g_c+I1), s6.0 19.4 15.1 5.1 20.8 9.6 Green Ext Time (p_c), s 0.0 11.6 0.9 0.1 6.7 0.6 Intersection Summary HCM 7th Control Delay, s/veh 19.2 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 292 12 89 327 129 45 580 88 131 584 271 Future Volume (veh/h) 146 292 12 89 327 129 45 580 88 131 584 271 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 154 307 13 94 344 136 47 611 93 138 615 285 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 209 644 285 174 576 253 149 1994 877 192 2079 927 Arrive On Green 0.12 0.18 0.18 0.10 0.16 0.16 0.08 0.55 0.55 0.11 0.58 0.58 Sat Flow, veh/h 1810 3610 1599 1810 3610 1589 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 154 307 13 94 344 136 47 611 93 138 615 285 Grp Sat Flow(s),veh/h/ln 1810 1805 1599 1810 1805 1589 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 9.9 9.2 0.8 5.9 10.6 9.4 2.9 10.9 3.3 8.9 10.5 10.9 Cycle Q Clear(g_c), s 9.9 9.2 0.8 5.9 10.6 9.4 2.9 10.9 3.3 8.9 10.5 10.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 644 285 174 576 253 149 1994 877 192 2079 927 V/C Ratio(X)0.74 0.48 0.05 0.54 0.60 0.54 0.31 0.31 0.11 0.72 0.30 0.31 Avail Cap(c_a), veh/h 226 1384 613 181 1294 569 181 1994 877 196 2079 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 44.3 40.8 51.7 46.9 46.4 51.8 14.5 12.8 51.9 13.0 13.1 Incr Delay (d2), s/veh 11.1 0.5 0.1 2.9 1.0 1.8 1.2 0.4 0.2 11.7 0.4 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 4.2 0.3 2.8 4.9 3.9 1.4 4.5 1.2 4.6 4.3 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.4 44.8 40.9 54.6 47.9 48.1 53.0 14.9 13.0 63.6 13.4 14.0 LnGrp LOS EDDDDDD BBEBB Approach Vol, veh/h 474 574 751 1038 Approach Delay, s/veh 50.4 49.0 17.0 20.2 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 68.3 13.6 23.4 11.9 71.1 15.8 21.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 10.9 12.9 7.9 11.2 4.9 12.9 11.9 12.6 Green Ext Time (p_c), s 0.0 4.8 0.0 2.2 0.0 5.7 0.0 2.8 Intersection Summary HCM 7th Control Delay, s/veh 30.2 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh20.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 40 16 50 110 44 43 431 13 38 521 44 Future Vol, veh/h 51 40 16 50 110 44 43 431 13 38 521 44 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 54 42 17 53 116 46 45 454 14 40 548 46 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh13.3 15.2 19.5 23.8 HCM LOSBCCC Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 92% 0% 71% 0% 71% 0% 100% 80% Vol Right, %0% 0% 8% 0% 29% 0% 29% 0% 0% 20% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 43 287 157 51 56 50 154 38 347 218 LT Vol 43005105003800 Through Vol 0 287 144 0 40 0 110 0 347 174 RT Vol 00130160440044 Lane Flow Rate 45 302 165 54 59 53 162 40 366 229 Geometry Grp 6666666666 Degree of Util (X) 0.103 0.644 0.349 0.14 0.142 0.131 0.373 0.088 0.756 0.464 Departure Headway (Hd) 8.179 7.669 7.609 9.376 8.665 8.986 8.278 7.95 7.439 7.295 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 437 469 472 381 412 398 433 450 486 493 Service Time 5.95 5.439 5.38 7.167 6.455 6.767 6.059 5.718 5.207 5.062 HCM Lane V/C Ratio 0.103 0.644 0.35 0.142 0.143 0.133 0.374 0.089 0.753 0.465 HCM Control Delay, s/veh 11.9 23.4 14.4 13.7 12.9 13.1 15.9 11.5 29.9 16.3 HCM Lane LOS B C BBBBCBDC HCM 95th-tile Q 0.3 4.5 1.5 0.5 0.5 0.4 1.7 0.3 6.5 2.4 HCM 7th AWSC 3: Tailwind Ln & Walnut St Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 91 9 55 175 6 41 1 157 12 1 14 Future Vol, veh/h 7 91 9 55 175 6 41 1 157 12 1 14 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 7 96 9 58 184 6 43 1 165 13 1 15 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh8.9 9.6 8.9 8.1 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %21% 100% 0% 100% 0% 44% Vol Thru, %1% 0% 91% 0% 97% 4% Vol Right, %79% 0% 9% 0% 3% 52% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 7 100 55 181 27 LT Vol 417055012 Through Vol 1 0 91 0 175 1 RT Vol 157 0 9 0 6 14 Lane Flow Rate 209 7 105 58 191 28 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.256 0.012 0.153 0.091 0.271 0.038 Departure Headway (Hd) 4.396 5.799 5.232 5.653 5.126 4.83 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 815 615 682 632 697 737 Service Time 2.43 3.556 2.988 3.404 2.877 2.885 HCM Lane V/C Ratio 0.256 0.011 0.154 0.092 0.274 0.038 HCM Control Delay, s/veh 8.9 8.6 8.9 9 9.8 8.1 HCM Lane LOS AAAAAA HCM 95th-tile Q 1 0 0.5 0.3 1.1 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 233.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 461 13 11 335 340 36 8 38 368 3 100 Future Vol, veh/h 44 461 13 11 335 340 36 8 38 368 3 100 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 46 485 14 12 353 358 38 8 40 387 3 105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 711 0 0 499 0 0 962 1318 492 1137 1146 532 Stage 1 ------585585-555555- Stage 2 ------377734-582592- Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 898 - - 1076 - - 237 159 581 ~ 181 201 552 Stage 1 ------501501-520517- Stage 2 ------648429-502497- Platoon blocked, %- -- - Mov Cap-1 Maneuver 898 - - 1076 - - 177 149 581 ~ 149 188 552 Mov Cap-2 Maneuver ------177149-~ 149188- Stage 1 ------475475-514511- Stage 2 ------516424-436472- Approach EB WB NB SB HCM Ctrl Dly, s/v 0.78 0.13 26.22 $ 866.52 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)255 898 - - 1076 - - 177 HCM Lane V/C Ratio 0.339 0.052 - - 0.011 - - 2.802 HCM Ctrl Dly (s/v)26.2 9.2 - - 8.4 - -$ 866.5 HCM Lane LOS D A - - A - - F HCM 95th %tile Q(veh) 1.4 0.2 - - 0 - - 44.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Walnut St & Knox Ave Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 249 202 20 59 34 Future Vol, veh/h 11 249 202 20 59 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 12 262 213 21 62 36 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 234 0 - 0 508 223 Stage 1 - - - - 223 - Stage 2 - - - - 285 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1346 - - - 528 821 Stage 1 - - - - 819 - Stage 2 - - - - 768 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1346 - - - 523 821 Mov Cap-2 Maneuver - - - - 523 - Stage 1 - - - - 810 - Stage 2 - - - - 768 - Approach EB WB SB HCM Ctrl Dly, s/v 0.33 0 12.13 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)76 - - - 603 HCM Lane V/C Ratio 0.009 - - - 0.162 HCM Ctrl Dly (s/v)7.7 0 - - 12.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.6 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 477 10 424 309 828 0 0 1105 470 Future Volume (veh/h) 0 0 0 477 10 424 309 828 0 0 1105 470 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 489 0 428 312 836 0 0 1116 475 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000 Cap, veh/h 1108 0 493 426 2373 0 0 1870 823 Arrive On Green 0.31 0.00 0.31 0.24 1.00 0.00 0.00 0.52 0.52 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1589 Grp Volume(v), veh/h 489 0 428 312 836 0 0 1116 475 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1589 Q Serve(g_s), s 11.9 0.0 27.6 9.0 0.0 0.0 0.0 23.7 22.6 Cycle Q Clear(g_c), s 11.9 0.0 27.6 9.0 0.0 0.0 0.0 23.7 22.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1108 0 493 426 2373 0 0 1870 823 V/C Ratio(X)0.44 0.00 0.87 0.73 0.35 0.00 0.00 0.60 0.58 Avail Cap(c_a), veh/h 1250 0 556 511 2373 0 0 1870 823 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.63 0.63 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.6 0.0 36.1 40.0 0.0 0.0 0.0 18.5 18.2 Incr Delay (d2), s/veh 0.3 0.0 12.6 2.8 0.3 0.0 0.0 1.4 2.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 12.4 3.7 0.1 0.0 0.0 9.9 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.9 0.0 48.7 42.8 0.3 0.0 0.0 19.9 21.2 LnGrp LOS C D D A B C Approach Vol, veh/h 917 1148 1591 Approach Delay, s/veh 39.2 11.8 20.3 Approach LOS D B C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 74.3 15.3 59.0 35.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 66.0 14.0 48.0 36.0 Max Q Clear Time (g_c+I1), s 2.0 11.0 25.7 29.6 Green Ext Time (p_c), s 7.4 0.3 10.9 2.1 Intersection Summary HCM 7th Control Delay, s/veh 22.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 301 3 497 0 0 0 0 836 520 424 1158 0 Future Volume (veh/h) 301 3 497 0 0 0 0 836 520 424 1158 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 206 0 618 0 853 531 433 1182 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000 000000 Cap, veh/h 421 0 749 0 1202 734 543 2640 0 Arrive On Green 0.23 0.00 0.23 0.00 1.00 1.00 0.31 1.00 0.00 Sat Flow, veh/h 1810 0 3220 0 2248 1315 3510 3705 0 Grp Volume(v), veh/h 206 0 618 0 713 671 433 1182 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1663 1755 1805 0 Q Serve(g_s), s 10.8 0.0 20.1 0.0 0.0 0.0 12.4 0.0 0.0 Cycle Q Clear(g_c), s 10.8 0.0 20.1 0.0 0.0 0.0 12.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.79 1.00 0.00 Lane Grp Cap(c), veh/h 421 0 749 0 1008 929 543 2640 0 V/C Ratio(X) 0.49 0.00 0.83 0.00 0.71 0.72 0.80 0.45 0.00 Avail Cap(c_a), veh/h 470 0 837 0 1008 929 638 2640 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.65 0.65 0.80 0.80 0.00 Uniform Delay (d), s/veh36.6 0.0 40.1 0.0 0.0 0.0 36.4 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 6.2 0.0 2.7 3.2 4.9 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 0.0 8.5 0.0 0.8 0.8 4.9 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.4 0.0 46.3 0.0 2.7 3.2 41.3 0.4 0.0 LnGrp LOS D D A A D A Approach Vol, veh/h 824 1384 1615 Approach Delay, s/veh 44.1 3.0 11.4 Approach LOS D A B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s19.0 63.4 27.6 82.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s18.0 53.4 26.6 75.4 Max Q Clear Time (g_c+I1), s14.4 2.0 22.1 2.0 Green Ext Time (p_c), s 0.6 15.1 1.5 12.6 Intersection Summary HCM 7th Control Delay, s/veh 15.4 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 257 592 174 170 404 316 125 782 128 437 1076 142 Future Volume (veh/h) 257 592 174 170 404 316 125 782 128 437 1076 142 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 271 623 183 179 425 333 132 823 135 460 1133 149 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 366 1038 463 275 467 396 176 1204 537 671 1586 692 Arrive On Green 0.10 0.29 0.29 0.08 0.25 0.25 0.10 0.33 0.33 0.13 0.29 0.29 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 271 623 183 179 425 333 132 823 135 460 1133 149 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 8.2 16.3 10.0 5.4 23.9 21.6 7.8 21.6 5.6 13.8 30.8 5.8 Cycle Q Clear(g_c), s 8.2 16.3 10.0 5.4 23.9 21.6 7.8 21.6 5.6 13.8 30.8 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 366 1038 463 275 467 396 176 1204 537 671 1586 692 V/C Ratio(X) 0.74 0.60 0.40 0.65 0.91 0.84 0.75 0.68 0.25 0.69 0.71 0.22 Avail Cap(c_a), veh/h 447 1038 463 415 472 400 197 1204 537 671 1586 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 0.88 0.88 0.88 Uniform Delay (d), s/veh47.8 33.7 31.5 49.2 40.3 39.4 48.4 31.6 18.9 44.8 32.6 13.3 Incr Delay (d2), s/veh 5.1 1.0 0.5 2.6 21.4 14.7 12.1 2.8 1.0 2.6 2.4 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 7.0 3.8 2.4 13.3 9.7 4.0 9.4 2.6 6.3 14.3 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.9 34.7 32.0 51.8 61.6 54.1 60.5 34.5 19.9 47.4 35.1 13.9 LnGrp LOS DCCDEDECBDDB Approach Vol, veh/h 1077 937 1090 1742 Approach Delay, s/veh 38.8 57.1 35.8 36.5 Approach LOS D E D D Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s26.6 42.0 12.6 37.3 14.7 53.9 17.2 32.8 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s15.8 23.6 7.4 18.3 9.8 32.8 10.2 25.9 Green Ext Time (p_c), s 0.0 4.4 0.2 3.0 0.0 2.5 0.2 0.2 Intersection Summary HCM 7th Control Delay, s/veh 40.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Future Build-out Year (2050) With Project - AM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 133 117 46 64 136 86 49 756 148 77 1211 170 Future Volume (veh/h) 133 117 46 64 136 86 49 756 148 77 1211 170 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 140 123 48 67 143 91 52 796 156 81 1275 179 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 299 379 148 352 316 201 191 1859 829 222 1686 235 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.11 0.51 0.51 0.12 0.53 0.53 Sat Flow, veh/h 1163 1293 504 1229 1078 686 1810 3610 1610 1810 3171 442 Grp Volume(v), veh/h 140 0 171 67 0 234 52 796 156 81 722 732 Grp Sat Flow(s),veh/h/ln1163 0 1797 1229 0 1764 1810 1805 1610 1810 1805 1808 Q Serve(g_s), s 9.6 0.0 6.4 3.9 0.0 9.3 2.3 11.8 4.5 3.5 26.9 27.5 Cycle Q Clear(g_c), s 18.9 0.0 6.4 10.3 0.0 9.3 2.3 11.8 4.5 3.5 26.9 27.5 Prop In Lane 1.00 0.28 1.00 0.39 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 299 0 527 352 0 517 191 1859 829 222 960 961 V/C Ratio(X) 0.47 0.00 0.32 0.19 0.00 0.45 0.27 0.43 0.19 0.37 0.75 0.76 Avail Cap(c_a), veh/h 465 0 784 528 0 769 252 1859 829 252 960 961 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.6 0.0 23.8 27.8 0.0 24.8 35.5 13.0 11.2 34.8 15.8 15.9 Incr Delay (d2), s/veh 1.1 0.0 0.4 0.3 0.0 0.6 0.8 0.7 0.5 1.0 5.4 5.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.7 0.0 2.7 1.1 0.0 3.9 1.0 4.7 1.6 1.6 11.5 11.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 33.7 0.0 24.2 28.1 0.0 25.5 36.3 13.7 11.7 35.8 21.2 21.6 LnGrp LOS C CC CDBBDCC Approach Vol, veh/h 311 301 1004 1535 Approach Delay, s/veh 28.5 26.1 14.6 22.1 Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.6 46.4 27.3 11.1 47.8 27.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 42.4 35.6 10.0 42.4 35.6 Max Q Clear Time (g_c+I1), s5.5 13.8 20.9 4.3 29.5 12.3 Green Ext Time (p_c), s 0.1 6.9 1.3 0.0 8.1 1.6 Intersection Summary HCM 7th Control Delay, s/veh 20.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 652 4 99 236 120 34 596 108 192 456 115 Future Volume (veh/h) 169 652 4 99 236 120 34 596 108 192 456 115 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 178 686 4 104 248 126 36 627 114 202 480 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 381 915 406 176 506 223 136 1324 582 390 1832 817 Arrive On Green 0.21 0.25 0.25 0.10 0.14 0.14 0.07 0.37 0.37 0.22 0.51 0.51 Sat Flow, veh/h 1810 3610 1603 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 178 686 4 104 248 126 36 627 114 202 480 121 Grp Sat Flow(s),veh/h/ln 1810 1805 1603 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 10.3 21.0 0.2 6.6 7.6 8.9 2.3 16.0 4.4 11.8 9.1 2.1 Cycle Q Clear(g_c), s 10.3 21.0 0.2 6.6 7.6 8.9 2.3 16.0 4.4 11.8 9.1 2.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 381 915 406 176 506 223 136 1324 582 390 1832 817 V/C Ratio(X)0.47 0.75 0.01 0.59 0.49 0.57 0.27 0.47 0.20 0.52 0.26 0.15 Avail Cap(c_a), veh/h 381 1294 574 196 1294 569 181 1324 582 390 1832 817 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 41.3 33.5 51.9 47.6 48.2 52.4 29.1 14.2 41.5 16.8 3.0 Incr Delay (d2), s/veh 0.9 1.5 0.0 3.8 0.7 2.3 1.0 1.2 0.8 1.2 0.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.5 0.1 3.2 3.5 3.7 1.1 7.1 2.3 5.4 3.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.3 42.8 33.5 55.7 48.4 50.4 53.4 30.3 15.0 42.7 17.1 3.4 LnGrp LOS DDCEDDDCBDBA Approach Vol, veh/h 868 478 777 803 Approach Delay, s/veh 42.7 50.5 29.2 21.5 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.9 46.0 13.7 32.4 11.0 62.9 27.3 18.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 13.8 18.0 8.6 23.0 4.3 11.1 12.3 10.9 Green Ext Time (p_c), s 0.0 4.9 0.0 4.5 0.0 3.9 0.0 2.1 Intersection Summary HCM 7th Control Delay, s/veh 34.6 HCM 7th LOS C HCM 7th AWSC 2: Beech Ave & Walnut St Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh41.4 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 109 27 29 50 56 24 686 69 68 470 24 Future Vol, veh/h 63 109 27 29 50 56 24 686 69 68 470 24 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 66 115 28 31 53 59 25 722 73 72 495 25 Number of Lanes 1 1 0 1 10120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 2 2 HCM Control Delay, s/veh16.8 15.6 63.5 25.8 HCM LOS C C F D Lane NBLn1NBLn2NBLn3 EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, %0% 100% 77% 0% 80% 0% 47% 0% 100% 87% Vol Right, %0% 0% 23% 0% 20% 0% 53% 0% 0% 13% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 24 457 298 63 136 29 106 68 313 181 LT Vol 24006302906800 Through Vol 0 457 229 0 109 0 50 0 313 157 RT Vol 00690270560024 Lane Flow Rate 25 481 313 66 143 31 112 72 330 190 Geometry Grp 6666666666 Degree of Util (X)0.06 1.07 0.682 0.182 0.368 0.086 0.288 0.174 0.758 0.432 Departure Headway (Hd) 8.513 8 7.83410.114 9.46410.426 9.537 9.018 8.504 8.409 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 421 453 461 357 382 346 379 400 429 432 Service Time 6.268 5.755 5.588 7.814 7.164 8.126 7.237 6.718 6.204 6.109 HCM Lane V/C Ratio 0.059 1.062 0.679 0.185 0.374 0.09 0.296 0.18 0.769 0.44 HCM Control Delay, s/veh 11.8 90.7 25.9 15.1 17.6 14.1 16 13.6 33.3 17.4 HCM Lane LOS B F D C C B C B D C HCM 95th-tile Q 0.2 15.5 5 0.7 1.7 0.3 1.2 0.6 6.3 2.1 HCM 7th AWSC 3: Tailwind Ln & Walnut St Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 206 14 23 115 19 9 1 22 6 0 22 Future Vol, veh/h 22 206 14 23 115 19 9 1 22 6 0 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 000000000000 Mvmt Flow 23 217 15 24 121 20 9 1 23 6 0 23 Number of Lanes 1 1 0 1 10010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay, s/veh9.4 8.5 7.8 7.7 HCM LOSAAAA Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %28% 100% 0% 100% 0% 21% Vol Thru, %3% 0% 94% 0% 86% 0% Vol Right, %69% 0% 6% 0% 14% 79% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 32 22 220 23 134 28 LT Vol 92202306 Through Vol 1 0 206 0 115 0 RT Vol 22 014 01922 Lane Flow Rate 34 23 232 24 141 29 Geometry Grp 2 5 5 5 5 2 Degree of Util (X) 0.043 0.033 0.299 0.036 0.186 0.037 Departure Headway (Hd) 4.557 5.196 4.651 5.345 4.744 4.491 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 789 681 762 672 759 800 Service Time 2.569 2.992 2.446 3.058 2.457 2.503 HCM Lane V/C Ratio 0.043 0.034 0.304 0.036 0.186 0.036 HCM Control Delay, s/veh 7.8 8.2 9.5 8.3 8.5 7.7 HCM Lane LOS AAAAAA HCM 95th-tile Q 0.1 0.1 1.3 0.1 0.7 0.1 HCM 7th TWSC 4: Knox Ave & Highland Ave Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 139.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 102 759 37 39 377 236 22 6 23 158 9 85 Future Vol, veh/h 102 759 37 39 377 236 22 6 23 158 9 85 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000000000 Mvmt Flow 107 799 39 41 397 248 23 6 24 166 9 89 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 645 0 0 838 0 0 1517 1761 818 1620 1656 521 Stage 1 ------1033 1033 - 603 603 - Stage 2 ------484727-1017 1053 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.15.5-6.15.5- Critical Hdwy Stg 2 ------6.15.5-6.15.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 950 - - 805 - - 99 85 379 ~ 84 99 559 Stage 1 ------283312-489491- Stage 2 ------568432-289306- Platoon blocked, %- -- - Mov Cap-1 Maneuver 950 - - 805 - - 63 72 379 ~ 61 83 559 Mov Cap-2 Maneuver ------6372-~ 6183- Stage 1 ------251277-464466- Stage 2 ------444410-235271- Approach EB WB NB SB HCM Ctrl Dly, s/v 1.05 0.58 72.49 $ 1003.3 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)103 950 - - 805 - - 88 HCM Lane V/C Ratio 0.519 0.113 - - 0.051 - - 3 HCM Ctrl Dly (s/v)72.5 9.3 - - 9.7 - -$ 1003.3 HCM Lane LOS F A - - A - - F HCM 95th %tile Q(veh) 2.4 0.4 - - 0.2 - - 25.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 5: Walnut St & Knox Ave Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 37 197 135 65 39 22 Future Vol, veh/h 37 197 135 65 39 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 39 207 142 68 41 23 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 211 0 - 0 462 176 Stage 1 - - - - 176 - Stage 2 - - - - 285 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1372 - - - 562 872 Stage 1 - - - - 859 - Stage 2 - - - - 768 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1372 - - - 544 872 Mov Cap-2 Maneuver - - - - 544 - Stage 1 - - - - 832 - Stage 2 - - - - 768 - Approach EB WB SB HCM Ctrl Dly, s/v 1.22 0 11.37 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)285 - - - 629 HCM Lane V/C Ratio 0.028 - - - 0.102 HCM Ctrl Dly (s/v)7.7 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.3 HCM 7th Signalized Intersection Summary 6: Citrus Ave & SR-210 WB Ramps Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 447 4 477 400 1346 0 0 770 384 Future Volume (veh/h) 0 0 0 447 4 477 400 1346 0 0 770 384 Initial Q (Qb), veh 000000000 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 0 0 1900 1900 Adj Flow Rate, veh/h 459 0 487 408 1373 0 0 786 392 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %000000000 Cap, veh/h 1255 0 558 889 2227 0 0 1247 549 Arrive On Green 0.35 0.00 0.35 0.51 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3619 0 1610 3510 3705 0 0 3705 1588 Grp Volume(v), veh/h 459 0 487 408 1373 0 0 786 392 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1755 1805 0 0 1805 1588 Q Serve(g_s), s 10.4 0.0 31.2 8.2 0.0 0.0 0.0 20.0 23.6 Cycle Q Clear(g_c), s 10.4 0.0 31.2 8.2 0.0 0.0 0.0 20.0 23.6 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 1255 0 558 889 2227 0 0 1247 549 V/C Ratio(X)0.37 0.00 0.87 0.46 0.62 0.00 0.00 0.63 0.71 Avail Cap(c_a), veh/h 1546 0 688 889 2227 0 0 1247 549 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.46 0.46 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 33.6 22.3 0.0 0.0 0.0 30.1 31.3 Incr Delay (d2), s/veh 0.2 0.0 10.1 0.2 0.6 0.0 0.0 2.4 7.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 13.5 2.9 0.2 0.0 0.0 9.0 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.0 0.0 43.8 22.5 0.6 0.0 0.0 32.5 39.0 LnGrp LOS C D C A C D Approach Vol, veh/h 946 1781 1178 Approach Delay, s/veh 35.7 5.6 34.7 Approach LOS D A C Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 69.8 29.8 40.0 40.2 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 57.0 17.0 36.0 45.0 Max Q Clear Time (g_c+I1), s 2.0 10.2 25.6 33.2 Green Ext Time (p_c), s 15.8 0.9 5.0 3.0 Intersection Summary HCM 7th Control Delay, s/veh 21.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 7: Citrus Ave & SR-210 EB Ramps Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 2 415 0 0 0 0 1250 464 214 1003 0 Future Volume (veh/h) 496 2 415 0 0 0 0 1250 464 214 1003 0 Initial Q (Qb), veh 000 000000 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 0 1900 1900 1900 1900 0 Adj Flow Rate, veh/h 632 0 280 0 1263 469 216 1013 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000 000000 Cap, veh/h 799 0 355 0 1492 534 534 2682 0 Arrive On Green 0.22 0.00 0.22 0.00 0.76 0.76 0.30 1.00 0.00 Sat Flow, veh/h 3619 0 1610 0 2701 932 3510 3705 0 Grp Volume(v), veh/h 632 0 280 0 860 872 216 1013 0 Grp Sat Flow(s),veh/h/ln1810 0 1610 0 1805 1732 1755 1805 0 Q Serve(g_s), s 18.1 0.0 18.0 0.0 34.1 39.9 5.4 0.0 0.0 Cycle Q Clear(g_c), s 18.1 0.0 18.0 0.0 34.1 39.9 5.4 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.54 1.00 0.00 Lane Grp Cap(c), veh/h 799 0 355 0 1034 992 534 2682 0 V/C Ratio(X) 0.79 0.00 0.79 0.00 0.83 0.88 0.40 0.38 0.00 Avail Cap(c_a), veh/h 954 0 424 0 1034 992 534 2682 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.21 0.21 0.86 0.86 0.00 Uniform Delay (d), s/veh40.5 0.0 40.4 0.0 9.7 10.4 34.3 0.0 0.0 Incr Delay (d2), s/veh 3.9 0.0 8.1 0.0 1.8 2.6 0.4 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.4 0.0 7.9 0.0 8.5 9.8 2.2 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.3 0.0 48.5 0.0 11.4 13.0 34.7 0.3 0.0 LnGrp LOS D D B B C A Approach Vol, veh/h 912 1732 1229 Approach Delay, s/veh 45.6 12.2 6.4 Approach LOS D B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s18.7 65.0 26.3 83.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 61.0 27.0 75.0 Max Q Clear Time (g_c+I1), s7.4 41.9 20.1 2.0 Green Ext Time (p_c), s 0.2 13.0 2.1 9.8 Intersection Summary HCM 7th Control Delay, s/veh 18.2 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 611 60 183 393 523 97 976 178 341 858 220 Future Volume (veh/h) 215 611 60 183 393 523 97 976 178 341 858 220 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 224 636 63 191 409 545 101 1017 185 355 894 229 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 322 987 440 288 472 400 143 1204 537 444 1419 619 Arrive On Green 0.09 0.27 0.27 0.08 0.25 0.25 0.08 0.33 0.33 0.08 0.26 0.26 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1574 Grp Volume(v), veh/h 224 636 63 191 409 545 101 1017 185 355 894 229 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1574 Q Serve(g_s), s 6.8 17.1 3.3 5.8 22.7 27.3 6.0 28.7 6.9 10.9 24.1 8.5 Cycle Q Clear(g_c), s 6.8 17.1 3.3 5.8 22.7 27.3 6.0 28.7 6.9 10.9 24.1 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 322 987 440 288 472 400 143 1204 537 444 1419 619 V/C Ratio(X) 0.70 0.64 0.14 0.66 0.87 1.36 0.71 0.84 0.34 0.80 0.63 0.37 Avail Cap(c_a), veh/h 447 987 440 415 472 400 197 1204 537 444 1419 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.90 0.90 0.90 Uniform Delay (d), s/veh48.5 35.3 30.2 49.0 39.6 41.3 49.4 34.0 14.4 49.0 33.4 12.6 Incr Delay (d2), s/veh 2.7 1.5 0.1 2.6 15.7 179.1 6.0 6.5 1.5 9.0 1.9 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 7.7 1.3 2.6 12.5 30.6 2.9 13.5 2.7 5.5 11.4 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.2 36.7 30.4 51.7 55.3 220.5 55.4 40.5 16.0 58.0 35.4 14.1 LnGrp LOS D D C D E F E D B E D B Approach Vol, veh/h 923 1145 1303 1478 Approach Delay, s/veh 39.8 133.3 38.2 37.5 Approach LOS D F D D Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s19.2 42.0 13.0 35.8 12.7 48.5 15.8 33.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 36 12.0 27.3 11.0 36.7 13.0 * 26 Max Q Clear Time (g_c+I1), s12.9 30.7 7.8 19.1 8.0 26.1 8.8 29.3 Green Ext Time (p_c), s 0.0 3.1 0.2 2.8 0.1 5.1 0.3 0.0 Intersection Summary HCM 7th Control Delay, s/veh 60.8 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 9: Citrus Ave & Walnut St Future Build-out Year (2050) With Project - PM Peak Hour Walnut Street and South Highland Residential v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 105 96 30 7 66 39 68 1100 66 61 747 133 Future Volume (veh/h) 105 96 30 7 66 39 68 1100 66 61 747 133 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 0.99 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 111 101 32 7 69 41 72 1158 69 64 786 140 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 238 262 83 221 212 126 454 2416 1077 163 1550 276 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.25 0.67 0.67 0.09 0.51 0.51 Sat Flow, veh/h 1301 1374 435 1270 1109 659 1810 3610 1610 1810 3049 543 Grp Volume(v), veh/h 111 0 133 7 0 110 72 1158 69 64 465 461 Grp Sat Flow(s),veh/h/ln1301 0 1809 1270 0 1769 1810 1805 1610 1810 1805 1787 Q Serve(g_s), s 9.7 0.0 7.7 0.6 0.0 6.4 3.7 18.7 1.8 4.0 20.5 20.5 Cycle Q Clear(g_c), s 16.1 0.0 7.7 8.3 0.0 6.4 3.7 18.7 1.8 4.0 20.5 20.5 Prop In Lane 1.00 0.24 1.00 0.37 1.00 1.00 1.00 0.30 Lane Grp Cap(c), veh/h 238 0 345 221 0 337 454 2416 1077 163 918 909 V/C Ratio(X) 0.47 0.00 0.39 0.03 0.00 0.33 0.16 0.48 0.06 0.39 0.51 0.51 Avail Cap(c_a), veh/h 413 0 588 391 0 575 454 2416 1077 211 918 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 Uniform Delay (d), s/veh48.9 0.0 42.4 46.0 0.0 41.9 35.1 9.7 6.9 51.5 19.5 19.5 Incr Delay (d2), s/veh 1.4 0.0 0.7 0.1 0.0 0.6 0.2 0.7 0.1 1.2 1.5 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.2 0.0 3.5 0.2 0.0 2.9 1.7 7.2 0.6 1.9 8.8 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.3 0.0 43.1 46.1 0.0 42.5 35.2 10.4 7.0 52.6 21.0 21.1 LnGrp LOS D DD DDBADCC Approach Vol, veh/h 244 117 1299 990 Approach Delay, s/veh 46.4 42.7 11.6 23.1 Approach LOS D D B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s12.8 82.3 24.9 32.1 63.0 24.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s12.0 59.0 37.0 12.0 59.0 37.0 Max Q Clear Time (g_c+I1), s6.0 20.7 18.1 5.7 22.5 10.3 Green Ext Time (p_c), s 0.0 11.5 1.0 0.1 7.3 0.6 Intersection Summary HCM 7th Control Delay, s/veh 20.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 7th Signalized Intersection Summary 4: Knox Ave & Highland Ave Opening Year (2026) With Project MIT - AM Peak Hour OY WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 266 13 11 219 305 36 8 38 212 3 72 Future Volume (veh/h) 44 266 13 11 219 305 36 8 38 212 3 72 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 47 283 14 12 233 324 38 9 40 226 3 77 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 206 758 37 425 304 422 184 43 193 346 5 118 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.24 0.24 0.24 0.27 0.27 0.27 Sat Flow, veh/h 866 1795 89 1099 719 1000 751 178 791 1297 17 442 Grp Volume(v), veh/h 47 0 297 12 0 557 87 0 0 306 0 0 Grp Sat Flow(s),veh/h/ln 866 0 1884 1099 0 1720 1720 0 0 1756 0 0 Q Serve(g_s), s 4.4 0.0 9.7 0.7 0.0 24.9 3.6 0.0 0.0 13.9 0.0 0.0 Cycle Q Clear(g_c), s 29.3 0.0 9.7 10.4 0.0 24.9 3.6 0.0 0.0 13.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.58 0.44 0.46 0.74 0.25 Lane Grp Cap(c), veh/h 206 0 795 425 0 726 420 0 0 468 0 0 V/C Ratio(X) 0.23 0.00 0.37 0.03 0.00 0.77 0.21 0.00 0.00 0.65 0.00 0.00 Avail Cap(c_a), veh/h 206 0 795 425 0 726 420 0 0 468 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh34.7 0.0 17.8 21.4 0.0 22.2 27.1 0.0 0.0 29.3 0.0 0.0 Incr Delay (d2), s/veh 2.6 0.0 1.3 0.0 0.0 4.9 1.1 0.0 0.0 6.9 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/ln1.1 0.0 4.4 0.2 0.0 10.5 1.6 0.0 0.0 6.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.3 0.0 19.2 21.4 0.0 27.2 28.2 0.0 0.0 36.3 0.0 0.0 LnGrp LOS D B C C C D Approach Vol, veh/h 344 569 87 306 Approach Delay, s/veh 21.7 27.0 28.2 36.3 Approach LOSCCCD Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 40.0 26.0 40.0 24.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 36.0 22.0 36.0 20.0 Max Q Clear Time (g_c+I1), s 31.3 15.9 26.9 5.6 Green Ext Time (p_c), s 0.8 0.9 2.6 0.3 Intersection Summary HCM 7th Control Delay, s/veh 27.9 HCM 7th LOS C HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) With Project MIT - AM Peak Hour OY WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 322 99 90 263 288 112 750 86 317 836 137 Future Volume (veh/h) 256 322 99 90 263 288 112 750 86 317 836 137 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 269 339 104 95 277 303 118 789 91 334 880 144 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 360 1037 463 183 421 357 161 1139 508 564 1440 628 Arrive On Green 0.10 0.29 0.29 0.05 0.22 0.22 0.09 0.32 0.32 0.32 0.80 0.80 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1574 Grp Volume(v), veh/h 269 339 104 95 277 303 118 789 91 334 880 144 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1574 Q Serve(g_s), s 8.2 8.1 5.4 2.9 14.6 19.8 7.0 21.1 3.5 8.8 10.6 1.6 Cycle Q Clear(g_c), s 8.2 8.1 5.4 2.9 14.6 19.8 7.0 21.1 3.5 8.8 10.6 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 360 1037 463 183 421 357 161 1139 508 564 1440 628 V/C Ratio(X) 0.75 0.33 0.22 0.52 0.66 0.85 0.73 0.69 0.18 0.59 0.61 0.23 Avail Cap(c_a), veh/h 383 1191 531 191 523 444 197 1139 508 564 1440 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 0.94 0.94 0.94 Uniform Delay (d), s/veh48.0 30.8 29.9 50.8 39.0 41.1 48.8 33.0 16.4 34.3 7.8 2.8 Incr Delay (d2), s/veh 7.4 0.2 0.2 2.3 2.1 12.1 9.4 3.1 0.7 1.6 1.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 3.4 2.0 1.3 6.7 8.7 3.5 9.3 1.7 3.4 2.8 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.4 31.0 30.1 53.1 41.1 53.2 58.3 36.1 17.1 35.9 9.6 3.6 LnGrp LOS ECCDDDEDBDAA Approach Vol, veh/h 712 675 998 1358 Approach Delay, s/veh 40.1 48.2 37.0 15.4 Approach LOS D D D B Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s23.0 40.0 9.7 37.3 13.8 49.2 17.0 30.1 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s13.0 * 34 5.0 35.3 11.0 35.7 11.0 * 29 Max Q Clear Time (g_c+I1), s10.8 23.1 4.9 10.1 9.0 12.6 10.2 21.8 Green Ext Time (p_c), s 0.3 3.9 0.0 2.3 0.0 6.4 0.1 1.5 Intersection Summary HCM 7th Control Delay, s/veh 31.8 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 4: Knox Ave & Highland Ave Opening Year (2026) With Project MIT - PM Peak Hour OY WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 83 416 37 39 236 122 22 6 23 103 9 81 Future Volume (veh/h) 83 416 37 39 236 122 22 6 23 103 9 81 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 87 438 39 41 248 128 23 6 24 108 9 85 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 457 888 79 388 610 315 137 36 143 230 19 181 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.18 0.18 0.18 0.25 0.25 0.25 Sat Flow, veh/h 1023 1719 153 932 1181 609 747 195 780 921 77 725 Grp Volume(v), veh/h 87 0 477 41 0 376 53 0 0 202 0 0 Grp Sat Flow(s),veh/h/ln 1023 0 1872 932 0 1790 1722 0 0 1723 0 0 Q Serve(g_s), s 6.8 0.0 19.8 3.6 0.0 15.4 3.1 0.0 0.0 11.9 0.0 0.0 Cycle Q Clear(g_c), s 22.2 0.0 19.8 23.4 0.0 15.4 3.1 0.0 0.0 11.9 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.34 0.43 0.45 0.53 0.42 Lane Grp Cap(c), veh/h 457 0 967 388 0 925 316 0 0 431 0 0 V/C Ratio(X)0.19 0.00 0.49 0.11 0.00 0.41 0.17 0.00 0.00 0.47 0.00 0.00 Avail Cap(c_a), veh/h 457 0 967 388 0 925 316 0 0 431 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.5 0.0 18.8 26.4 0.0 17.7 41.3 0.0 0.0 38.2 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.8 0.5 0.0 1.3 1.1 0.0 0.0 3.6 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 1.8 0.0 8.9 0.9 0.0 6.6 1.4 0.0 0.0 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.5 0.0 20.6 26.9 0.0 19.1 42.4 0.0 0.0 41.9 0.0 0.0 LnGrp LOS C C C B D D Approach Vol, veh/h 564 417 53 202 Approach Delay, s/veh 21.4 19.8 42.4 41.9 Approach LOS C B D D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 64.0 32.0 64.0 24.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 60.0 28.0 60.0 20.0 Max Q Clear Time (g_c+I1), s 24.2 13.9 25.4 5.1 Green Ext Time (p_c), s 3.9 0.9 2.9 0.2 Intersection Summary HCM 7th Control Delay, s/veh 25.1 HCM 7th LOS C HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Opening Year (2026) With Project MIT - PM Peak Hour OY WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 183 279 44 115 195 370 61 904 88 235 822 198 Future Volume (veh/h) 183 279 44 115 195 370 61 904 88 235 822 198 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 191 291 46 120 203 385 64 942 92 245 856 206 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 255 1077 480 209 512 434 99 1172 523 467 1497 653 Arrive On Green 0.07 0.30 0.30 0.06 0.27 0.27 0.05 0.32 0.32 0.27 0.83 0.83 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1575 Grp Volume(v), veh/h 191 291 46 120 203 385 64 942 92 245 856 206 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1575 Q Serve(g_s), s 5.9 6.8 2.3 3.7 9.6 25.2 3.8 26.2 3.4 6.5 8.5 2.2 Cycle Q Clear(g_c), s 5.9 6.8 2.3 3.7 9.6 25.2 3.8 26.2 3.4 6.5 8.5 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 255 1077 480 209 512 434 99 1172 523 467 1497 653 V/C Ratio(X) 0.75 0.27 0.10 0.57 0.40 0.89 0.65 0.80 0.18 0.52 0.57 0.32 Avail Cap(c_a), veh/h 255 1126 502 255 592 502 148 1172 523 467 1497 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0.93 0.93 Uniform Delay (d), s/veh50.0 29.5 27.9 50.4 32.8 38.6 51.0 34.0 15.4 37.4 6.2 2.6 Incr Delay (d2), s/veh 11.5 0.1 0.1 2.5 0.5 15.7 6.5 5.5 0.7 1.0 1.5 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 3.0 0.9 1.7 4.5 11.7 1.9 12.2 1.8 2.7 2.3 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 61.5 29.6 28.0 52.8 33.3 54.3 57.4 39.5 16.0 38.4 7.7 3.8 LnGrp LOS ECCDCDEDBDAA Approach Vol, veh/h 528 708 1098 1307 Approach Delay, s/veh 41.0 48.0 38.6 12.8 Approach LOS D D D B Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s19.9 41.0 10.6 38.5 10.0 50.9 13.7 35.4 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 35 7.0 33.3 8.0 38.7 7.0 * 33 Max Q Clear Time (g_c+I1), s8.5 28.2 5.7 8.8 5.8 10.5 7.9 27.2 Green Ext Time (p_c), s 0.3 3.5 0.0 2.0 0.0 7.7 0.0 1.4 Intersection Summary HCM 7th Control Delay, s/veh 31.5 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) With Project MIT - AM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 292 12 89 327 129 45 580 88 131 584 271 Future Volume (veh/h) 146 292 12 89 327 129 45 580 88 131 584 271 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 154 307 13 94 344 136 47 611 93 138 615 285 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 209 630 27 174 576 253 149 1994 877 192 2079 927 Arrive On Green 0.12 0.18 0.18 0.10 0.16 0.16 0.08 0.55 0.55 0.11 0.58 0.58 Sat Flow, veh/h 1810 3528 149 1810 3610 1589 1810 3610 1588 1810 3610 1610 Grp Volume(v), veh/h 154 157 163 94 344 136 47 611 93 138 615 285 Grp Sat Flow(s),veh/h/ln 1810 1805 1872 1810 1805 1589 1810 1805 1588 1810 1805 1610 Q Serve(g_s), s 9.9 9.4 9.4 5.9 10.6 9.4 2.9 10.9 3.3 8.9 10.5 10.9 Cycle Q Clear(g_c), s 9.9 9.4 9.4 5.9 10.6 9.4 2.9 10.9 3.3 8.9 10.5 10.9 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 322 334 174 576 253 149 1994 877 192 2079 927 V/C Ratio(X)0.74 0.49 0.49 0.54 0.60 0.54 0.31 0.31 0.11 0.72 0.30 0.31 Avail Cap(c_a), veh/h 226 692 718 181 1294 569 181 1994 877 196 2079 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 44.3 44.4 51.7 46.9 46.4 51.8 14.5 12.8 51.9 13.0 13.1 Incr Delay (d2), s/veh 11.1 1.1 1.1 2.9 1.0 1.8 1.2 0.4 0.2 11.7 0.4 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 4.3 4.5 2.8 4.9 3.9 1.4 4.5 1.2 4.6 4.3 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.4 45.5 45.5 54.6 47.9 48.1 53.0 14.9 13.0 63.6 13.4 14.0 LnGrp LOS EDDDDDD BBEBB Approach Vol, veh/h 474 574 751 1038 Approach Delay, s/veh 51.0 49.0 17.0 20.2 Approach LOS D D B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 68.3 13.6 23.4 11.9 71.1 15.8 21.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 39.0 10.0 44.0 10.0 40.0 13.0 41.0 Max Q Clear Time (g_c+I1), s 10.9 12.9 7.9 11.4 4.9 12.9 11.9 12.6 Green Ext Time (p_c), s 0.0 4.8 0.0 1.9 0.0 5.7 0.0 2.8 Intersection Summary HCM 7th Control Delay, s/veh 30.3 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Beech Ave & Walnut St Future Build-out Year (2050) With Project MIT - AM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 40 16 50 110 44 43 431 13 38 521 44 Future Volume (veh/h) 51 40 16 50 110 44 43 431 13 38 521 44 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 54 42 17 53 116 46 45 454 14 40 548 46 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 177 173 70 176 173 69 165 2150 66 158 2014 169 Arrive On Green 0.10 0.13 0.13 0.10 0.13 0.13 0.09 0.60 0.60 0.09 0.60 0.60 Sat Flow, veh/h 1810 1286 520 1810 1294 513 1810 3575 110 1810 3372 282 Grp Volume(v), veh/h 54 0 59 53 0 162 45 229 239 40 293 301 Grp Sat Flow(s),veh/h/ln1810 0 1806 1810 0 1808 1810 1805 1880 1810 1805 1849 Q Serve(g_s), s 2.8 0.0 2.9 2.7 0.0 8.5 2.3 5.8 5.8 2.1 7.8 7.8 Cycle Q Clear(g_c), s 2.8 0.0 2.9 2.7 0.0 8.5 2.3 5.8 5.8 2.1 7.8 7.8 Prop In Lane 1.00 0.29 1.00 0.28 1.00 0.06 1.00 0.15 Lane Grp Cap(c), veh/h 177 0 243 176 0 242 165 1086 1131 158 1078 1104 V/C Ratio(X) 0.31 0.00 0.24 0.30 0.00 0.67 0.27 0.21 0.21 0.25 0.27 0.27 Avail Cap(c_a), veh/h 217 0 632 217 0 633 217 1086 1131 217 1078 1104 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh42.0 0.0 38.7 42.0 0.0 41.2 42.3 9.1 9.1 42.6 9.7 9.7 Incr Delay (d2), s/veh 1.0 0.0 0.5 1.0 0.0 3.2 0.9 0.4 0.4 0.8 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 1.3 1.3 0.0 4.0 1.1 2.3 2.4 1.0 3.1 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.9 0.0 39.2 42.9 0.0 44.4 43.2 9.5 9.5 43.4 10.3 10.3 LnGrp LOS D D D D D A A D B B Approach Vol, veh/h 113 215 513 634 Approach Delay, s/veh 41.0 44.0 12.5 12.4 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s10.7 62.1 11.7 15.4 11.1 61.7 11.8 15.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 31.0 10.0 33.0 10.0 31.0 10.0 33.0 Max Q Clear Time (g_c+I1), s4.1 7.8 4.7 4.9 4.3 9.8 4.8 10.5 Green Ext Time (p_c), s 0.0 2.8 0.0 0.3 0.0 3.6 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 19.2 HCM 7th LOS B HCM 7th Signalized Intersection Summary 4: Knox Ave & Highland Ave Future Build-out Year (2050) With Project MIT - AM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 461 13 11 335 340 36 8 38 368 3 100 Future Volume (veh/h) 44 461 13 11 335 340 36 8 38 368 3 100 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 46 485 14 12 353 358 38 8 40 387 3 105 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 178 547 16 92 476 403 164 61 306 616 21 742 Arrive On Green 0.10 0.30 0.30 0.05 0.25 0.25 0.09 0.22 0.22 0.34 0.47 0.47 Sat Flow, veh/h 1810 1837 53 1810 1900 1610 1810 275 1377 1810 45 1572 Grp Volume(v), veh/h 46 0 499 12 353 358 38 0 48 387 0 108 Grp Sat Flow(s),veh/h/ln1810 0 1890 1810 1900 1610 1810 0 1652 1810 0 1617 Q Serve(g_s), s 2.1 0.0 22.7 0.6 15.4 8.2 1.8 0.0 2.1 16.2 0.0 3.4 Cycle Q Clear(g_c), s 2.1 0.0 22.7 0.6 15.4 8.2 1.8 0.0 2.1 16.2 0.0 3.4 Prop In Lane 1.00 0.03 1.00 1.00 1.00 0.83 1.00 0.97 Lane Grp Cap(c), veh/h 178 0 563 92 476 403 164 0 367 616 0 763 V/C Ratio(X) 0.26 0.00 0.89 0.13 0.74 0.89 0.23 0.00 0.13 0.63 0.00 0.14 Avail Cap(c_a), veh/h 241 0 567 241 570 483 241 0 367 616 0 763 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh37.6 0.0 30.2 40.8 31.0 5.9 38.0 0.0 28.0 24.9 0.0 13.4 Incr Delay (d2), s/veh 0.8 0.0 15.6 0.6 4.2 15.9 0.7 0.0 0.7 2.0 0.0 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 0.0 12.4 0.3 7.4 1.8 0.8 0.0 0.9 7.0 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 38.3 0.0 45.8 41.4 35.3 21.9 38.8 0.0 28.8 27.0 0.0 13.8 LnGrp LOS D DDDCD CC B Approach Vol, veh/h 545 723 86 495 Approach Delay, s/veh 45.1 28.7 33.2 24.1 Approach LOSDCCC Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s32.6 22.0 6.6 28.8 10.1 44.5 10.8 24.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s21.0 18.0 10.0 25.0 10.0 29.0 10.0 25.0 Max Q Clear Time (g_c+I1), s18.2 4.1 2.6 24.7 3.8 5.4 4.1 17.4 Green Ext Time (p_c), s 0.4 0.1 0.0 0.1 0.0 0.6 0.0 2.2 Intersection Summary HCM 7th Control Delay, s/veh 32.5 HCM 7th LOS C HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) With Project MIT - AM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 257 592 174 170 404 316 125 782 128 437 1076 142 Future Volume (veh/h) 257 592 174 170 404 316 125 782 128 437 1076 142 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 271 623 183 179 425 333 132 823 135 460 1133 149 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 351 1050 468 271 480 407 175 1093 487 618 1421 620 Arrive On Green 0.10 0.29 0.29 0.08 0.25 0.25 0.10 0.30 0.30 0.35 0.79 0.79 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1574 Grp Volume(v), veh/h 271 623 183 179 425 333 132 823 135 460 1133 149 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1574 Q Serve(g_s), s 8.3 16.3 10.0 5.5 23.7 21.4 7.8 22.6 5.5 12.7 19.7 1.9 Cycle Q Clear(g_c), s 8.3 16.3 10.0 5.5 23.7 21.4 7.8 22.6 5.5 12.7 19.7 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 351 1050 468 271 480 407 175 1093 487 618 1421 620 V/C Ratio(X) 0.77 0.59 0.39 0.66 0.89 0.82 0.75 0.75 0.28 0.74 0.80 0.24 Avail Cap(c_a), veh/h 351 1050 468 319 513 435 181 1093 487 618 1421 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.90 0.90 0.88 0.88 0.88 Uniform Delay (d), s/veh48.3 33.4 31.2 49.3 39.6 38.7 48.4 34.6 18.1 33.5 9.2 3.5 Incr Delay (d2), s/veh 10.1 0.9 0.5 3.9 16.2 11.1 14.4 4.4 1.3 4.3 4.2 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 7.0 3.8 2.4 12.6 9.3 4.1 10.1 2.7 4.7 4.2 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 58.4 34.3 31.7 53.3 55.7 49.9 62.8 39.0 19.3 37.8 13.4 4.3 LnGrp LOS ECCDEDEDBDBA Approach Vol, veh/h 1077 937 1090 1742 Approach Delay, s/veh 40.0 53.2 39.4 19.0 Approach LOS D D D B Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s24.7 38.6 12.5 37.7 14.6 48.6 16.7 33.5 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s16.0 * 32 9.0 29.7 10.0 38.3 10.0 * 29 Max Q Clear Time (g_c+I1), s14.7 24.6 7.5 18.3 9.8 21.7 10.3 25.7 Green Ext Time (p_c), s 0.3 3.3 0.1 3.4 0.0 7.4 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 34.9 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 1: Beech Ave & Highland Ave Future Build-out Year (2050) With Project MIT - PM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 652 4 99 236 120 34 596 108 192 456 115 Future Volume (veh/h) 169 652 4 99 236 120 34 596 108 192 456 115 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 178 686 4 104 248 126 36 627 114 202 480 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 000000000000 Cap, veh/h 371 911 5 176 506 223 136 1324 582 401 1854 827 Arrive On Green 0.20 0.25 0.25 0.10 0.14 0.14 0.07 0.37 0.37 0.22 0.51 0.51 Sat Flow, veh/h 1810 3680 21 1810 3610 1588 1810 3610 1587 1810 3610 1610 Grp Volume(v), veh/h 178 336 354 104 248 126 36 627 114 202 480 121 Grp Sat Flow(s),veh/h/ln 1810 1805 1896 1810 1805 1588 1810 1805 1587 1810 1805 1610 Q Serve(g_s), s 10.4 20.7 20.7 6.6 7.6 8.9 2.3 16.0 4.4 11.7 9.0 2.1 Cycle Q Clear(g_c), s 10.4 20.7 20.7 6.6 7.6 8.9 2.3 16.0 4.4 11.7 9.0 2.1 Prop In Lane 1.00 0.01 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 371 447 469 176 506 223 136 1324 582 401 1854 827 V/C Ratio(X)0.48 0.75 0.75 0.59 0.49 0.57 0.27 0.47 0.20 0.50 0.26 0.15 Avail Cap(c_a), veh/h 371 647 679 196 1294 569 181 1324 582 401 1854 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 41.7 41.8 51.9 47.6 48.2 52.4 29.1 14.2 40.9 16.4 3.0 Incr Delay (d2), s/veh 1.0 3.0 2.8 3.8 0.7 2.3 1.0 1.1 0.7 1.0 0.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 9.5 10.0 3.2 3.5 3.7 1.1 7.1 2.3 5.4 3.8 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 43.0 44.7 44.6 55.7 48.4 50.4 53.4 30.3 14.9 41.9 16.7 3.4 LnGrp LOS DDDEDDDCBDBA Approach Vol, veh/h 868 478 777 803 Approach Delay, s/veh 44.3 50.5 29.1 21.0 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.6 46.0 13.7 31.7 11.0 63.6 26.6 18.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 10.0 42.0 11.0 41.0 10.0 42.0 11.0 41.0 Max Q Clear Time (g_c+I1), s 13.7 18.0 8.6 22.7 4.3 11.0 12.4 10.9 Green Ext Time (p_c), s 0.0 4.9 0.0 4.1 0.0 3.9 0.0 2.1 Intersection Summary HCM 7th Control Delay, s/veh 34.9 HCM 7th LOS C HCM 7th Signalized Intersection Summary 2: Beech Ave & Walnut St Future Build-out Year (2050) With Project MIT - PM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 109 27 29 50 56 24 686 69 68 470 24 Future Volume (veh/h) 63 109 27 29 50 56 24 686 69 68 470 24 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 66 115 28 31 53 59 25 722 73 72 495 25 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 188 216 53 141 99 110 127 1952 197 193 2189 110 Arrive On Green 0.10 0.15 0.15 0.08 0.12 0.12 0.07 0.59 0.59 0.11 0.63 0.63 Sat Flow, veh/h 1810 1476 359 1810 821 914 1810 3310 335 1810 3497 176 Grp Volume(v), veh/h 66 0 143 31 0 112 25 393 402 72 255 265 Grp Sat Flow(s),veh/h/ln1810 0 1835 1810 0 1735 1810 1805 1840 1810 1805 1868 Q Serve(g_s), s 3.4 0.0 7.2 1.6 0.0 6.1 1.3 11.4 11.5 3.7 6.2 6.2 Cycle Q Clear(g_c), s 3.4 0.0 7.2 1.6 0.0 6.1 1.3 11.4 11.5 3.7 6.2 6.2 Prop In Lane 1.00 0.20 1.00 0.53 1.00 0.18 1.00 0.09 Lane Grp Cap(c), veh/h 188 0 268 141 0 208 127 1064 1085 193 1130 1169 V/C Ratio(X) 0.35 0.00 0.53 0.22 0.00 0.54 0.20 0.37 0.37 0.37 0.23 0.23 Avail Cap(c_a), veh/h 217 0 642 217 0 607 217 1064 1085 217 1130 1169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh41.7 0.0 39.5 43.3 0.0 41.4 43.8 10.8 10.8 41.6 8.1 8.2 Incr Delay (d2), s/veh 1.1 0.0 1.6 0.8 0.0 2.2 0.8 1.0 1.0 1.2 0.4 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 3.4 0.7 0.0 2.7 0.6 4.6 4.7 1.7 2.4 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.8 0.0 41.2 44.1 0.0 43.5 44.6 11.8 11.7 42.7 8.6 8.6 LnGrp LOS D D D D D B B D A A Approach Vol, veh/h 209 143 820 592 Approach Delay, s/veh 41.7 43.7 12.8 12.7 Approach LOS D D B B Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s12.6 61.0 9.8 16.6 9.0 64.6 12.4 14.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s10.0 31.0 10.0 33.0 10.0 31.0 10.0 33.0 Max Q Clear Time (g_c+I1), s5.7 13.5 3.6 9.2 3.3 8.2 5.4 8.1 Green Ext Time (p_c), s 0.0 4.8 0.0 0.7 0.0 3.2 0.0 0.6 Intersection Summary HCM 7th Control Delay, s/veh 18.7 HCM 7th LOS B HCM 7th Signalized Intersection Summary 4: Knox Ave & Highland Ave Future Build-out Year (2050) With Project MIT - PM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 102 759 37 39 377 236 22 6 23 158 9 85 Future Volume (veh/h) 102 759 37 39 377 236 22 6 23 158 9 85 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 107 799 39 41 397 248 23 6 24 166 9 89 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000000000000 Cap, veh/h 177 867 42 143 881 746 111 55 221 372 47 461 Arrive On Green 0.10 0.48 0.48 0.08 0.46 0.46 0.06 0.17 0.17 0.21 0.31 0.31 Sat Flow, veh/h 1810 1797 88 1810 1900 1610 1810 332 1329 1810 150 1483 Grp Volume(v), veh/h 107 0 838 41 397 248 23 0 30 166 0 98 Grp Sat Flow(s),veh/h/ln1810 0 1884 1810 1900 1610 1810 0 1661 1810 0 1633 Q Serve(g_s), s 6.8 0.0 49.8 2.6 17.0 5.8 1.5 0.0 1.8 9.6 0.0 5.3 Cycle Q Clear(g_c), s 6.8 0.0 49.8 2.6 17.0 5.8 1.5 0.0 1.8 9.6 0.0 5.3 Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.80 1.00 0.91 Lane Grp Cap(c), veh/h 177 0 909 143 881 746 111 0 277 372 0 508 V/C Ratio(X) 0.61 0.00 0.92 0.29 0.45 0.33 0.21 0.00 0.11 0.45 0.00 0.19 Avail Cap(c_a), veh/h 211 0 989 181 966 819 181 0 277 372 0 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh51.9 0.0 29.0 52.1 21.8 5.0 53.6 0.0 42.4 41.7 0.0 30.3 Incr Delay (d2), s/veh 3.5 0.0 13.0 1.1 0.4 0.3 0.9 0.0 0.8 0.8 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 0.0 25.0 1.2 7.6 4.0 0.7 0.0 0.8 4.4 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 55.4 0.0 42.0 53.2 22.2 5.2 54.5 0.0 43.2 42.5 0.0 31.2 LnGrp LOS E DDCAD DD C Approach Vol, veh/h 945 686 53 264 Approach Delay, s/veh 43.5 17.9 48.1 38.3 Approach LOS D B D D Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s26.7 22.0 11.5 59.9 9.4 39.3 13.7 57.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s15.0 18.0 10.0 61.0 10.0 23.0 12.0 59.0 Max Q Clear Time (g_c+I1), s11.6 3.8 4.6 51.8 3.5 7.3 8.8 19.0 Green Ext Time (p_c), s 0.1 0.1 0.0 4.1 0.0 0.4 0.1 3.6 Intersection Summary HCM 7th Control Delay, s/veh 33.9 HCM 7th LOS C HCM 7th Signalized Intersection Summary 8: Citrus Ave & Highland Ave Future Build-out Year (2050) With Project MIT - PM Peak Hour 2050 WP MIT v3.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 611 60 183 393 523 97 976 178 341 858 220 Future Volume (veh/h) 215 611 60 183 393 523 97 976 178 341 858 220 Initial Q (Qb), veh 000000000000 Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 224 636 63 191 409 545 101 1017 185 355 894 229 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %000000000000 Cap, veh/h 234 1280 571 276 670 568 136 1134 506 3276 4272 1905 Arrive On Green 0.07 0.35 0.35 0.08 0.35 0.35 0.15 0.63 0.63 1.00 1.00 1.00 Sat Flow, veh/h 3510 3610 1610 3510 1900 1610 1810 3610 1610 3510 3610 1609 Grp Volume(v), veh/h 224 636 63 191 409 545 101 1017 185 355 894 229 Grp Sat Flow(s),veh/h/ln1755 1805 1610 1755 1900 1610 1810 1805 1610 1755 1805 1609 Q Serve(g_s), s 7.6 16.6 3.2 6.4 21.3 39.8 6.4 28.8 13.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.6 16.6 3.2 6.4 21.3 39.8 6.4 28.8 13.2 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 234 1280 571 276 670 568 136 1134 506 3276 4272 1905 V/C Ratio(X) 0.96 0.50 0.11 0.69 0.61 0.96 0.74 0.90 0.37 0.11 0.21 0.12 Avail Cap(c_a), veh/h 234 1280 571 322 670 568 136 1134 506 3276 4272 1905 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88 0.90 0.90 0.90 Uniform Delay (d), s/veh55.8 30.3 26.0 53.9 32.1 38.0 49.9 20.6 65.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 46.8 0.3 0.1 5.1 1.6 28.0 17.6 10.0 1.8 0.0 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 7.2 1.2 3.0 10.0 19.8 3.4 9.3 4.8 0.0 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 102.6 30.6 26.1 59.0 33.7 66.0 67.5 30.6 67.1 0.0 0.1 0.1 LnGrp LOS FCCECEECEAAA Approach Vol, veh/h 923 1145 1303 1478 Approach Delay, s/veh 47.8 53.3 38.7 0.1 Approach LOS D D D A Timer - Assigned Phs 1 2 3 4 5678 Phs Duration (G+Y+Rc), s120.3 43.0 13.4 48.3 13.0 150.3 13.7 48.0 Change Period (Y+Rc), s 6.3 * 6.3 5.0 6.7 5.0 6.3 6.7 * 6.7 Max Green Setting (Gmax), s12.0 * 37 10.0 38.3 8.0 40.7 7.0 * 41 Max Q Clear Time (g_c+I1), s2.0 30.8 8.4 18.6 8.4 2.0 9.6 41.8 Green Ext Time (p_c), s 0.9 3.6 0.1 4.5 0.0 8.8 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 32.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.