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Home My WebLink AboutAppendix F - Traffic and Vehicle Miles Traveled AnalysisHemlock Warehouse Development Project Appendix City of Fontana Draft Subsequent EIR APPENDIX F: TRAFFIC IMPACT ANALYSIS 11115 HEMLOCK AVENUE TRAFFIC ANALYSIS Reference Number Agency Date July 13, 2023 City of Fontana 15100-06 TA Report PREPARED BY: Charlene So, PE | cso@urbanxroads.com Connor Paquin, PE | cpaquin@urbanxroads.com Jared Brawner | jbrawner@urbanxroads.com Aric Evatt | aevatt@urbanxroads.com 15100-06 TA Report ii TABLE OF CONTENTS Table of Contents ............................................................................................................................................... ii Appendices ......................................................................................................................................................... iv List of Exhibits ..................................................................................................................................................... v List of Tables ...................................................................................................................................................... vi List of Abbreviated Terms ............................................................................................................................... vii 1 Introduction............................................................................................................................................... 1 1.1 Summary of Findings ............................................................................................................................................ 1 1.2 Project Overview ................................................................................................................................................... 3 1.3 Analysis Scenarios ................................................................................................................................................. 5 1.4 Study Area ................................................................................................................................................................ 6 1.5 Deficiencies .............................................................................................................................................................. 8 1.6 Recommendations ................................................................................................................................................ 9 1.7 Vehicle Miles Traveled (VMT) Analysis ........................................................................................................ 11 1.8 Truck Access ......................................................................................................................................................... 13 2 Methodologies ........................................................................................................................................ 17 2.1 Level of Service .................................................................................................................................................... 17 2.2 Intersection Capacity Analysis........................................................................................................................ 17 2.3 Traffic Signal Warrant Analysis Methodology .......................................................................................... 19 2.4 Off-Ramp Queuing Analysis ........................................................................................................................... 20 2.5 Minimum Acceptable Levels of Service (LOS) ......................................................................................... 21 2.6 Deficiency Criteria .............................................................................................................................................. 21 2.7 Project Fair Share Calculation Methodology ............................................................................................ 22 3 Area Conditions ...................................................................................................................................... 23 3.1 Existing Circulation Network .......................................................................................................................... 23 3.2 General Plan Circulation Elements ............................................................................................................... 23 3.3 Bicycle & Pedestrian Facilities ......................................................................................................................... 27 3.4 Transit Service ...................................................................................................................................................... 27 3.5 Existing Traffic Counts ...................................................................................................................................... 27 3.6 Existing (2022) Intersection Operations Analysis ................................................................................... 32 3.7 Existing (2022) Traffic Signal Warrants Analysis ..................................................................................... 33 3.8 Existing (2022) Off-Ramp Queuing Analysis ............................................................................................ 33 4 Projected Future Traffic ......................................................................................................................... 35 4.1 Project Trip Generation .................................................................................................................................... 35 4.2 Project Trip Distribution ................................................................................................................................... 42 4.3 Modal Split ............................................................................................................................................................. 42 4.4 Project Trip Assignment ................................................................................................................................... 49 4.5 Background Traffic ............................................................................................................................................. 49 4.6 Cumulative Development Traffic .................................................................................................................. 49 4.7 Near-Term Traffic Conditions ........................................................................................................................ 55 5 EAP (2024) Traffic Conditions ................................................................................................................ 57 15100-06 TA Report iii 5.1 Roadway Improvements .................................................................................................................................. 57 5.2 EAP (2024) Growth Traffic Volume Forecasts......................................................................................... 57 5.3 Intersection Operations Analysis .................................................................................................................. 57 5.4 Traffic Signal Warrants Analysis .................................................................................................................... 57 5.5 Off-Ramp Queuing Analysis ........................................................................................................................... 57 5.6 Deficiencies and Improvements .................................................................................................................... 60 6 Opening Year Cumulative (2024) Traffic Conditions .......................................................................... 63 6.1 Roadway Improvements .................................................................................................................................. 63 6.2 Opening Year Cumulative (2024) Without Project Traffic Volume Forecasts............................. 63 6.3 Opening Year Cumulative (2024) With Project Traffic Volume Forecasts ................................... 63 6.4 Intersection Operations Analysis .................................................................................................................. 66 6.5 Traffic Signal Warrants Analysis .................................................................................................................... 66 6.6 Off-Ramp Queuing Analysis ........................................................................................................................... 66 6.7 Deficiencies and Improvements .................................................................................................................... 68 7 Local and Regional Funding Mechanisms ........................................................................................... 71 7.1 Measure “I” Funds ............................................................................................................................................... 71 7.2 City of Fontana Development Impact Fee (DIF) ...................................................................................... 71 7.3 Fair Share Contribution .................................................................................................................................... 72 8 Vehicle Miles Traveled ........................................................................................................................... 73 8.1 VMT Screening ..................................................................................................................................................... 73 9 References ............................................................................................................................................... 77 15100-06 TA Report iv APPENDICES Appendix 1.1: Approved Traffic Study Scoping Agreement Appendix 1.2: Site Adjacent Queuing Worksheets Appendix 3.1: Existing Traffic Counts Appendix 3.2: Existing (2022) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Existing (2022) Conditions Traffic Signal Warrant Analysis Worksheets Appendix 3.4: Existing (2022) Conditions Off-Ramp Queuing Analysis Worksheets Appendix 4.1: Existing Use Counts Appendix 5.1: EAP (2024) Conditions Intersection Operations Analysis Worksheets Appendix 5.2: EAP (2024) Conditions Traffic Signal Warrant Analysis Worksheets Appendix 5.3: EAP (2024) Conditions Off-Ramp Queuing Analysis Worksheets Appendix 5.4: EAP (2024) Conditions Intersection Operations Analysis Worksheets With Improvements Appendix 6.1: Opening Year Cumulative (2024) Without Project Conditions Intersection Operations Analysis Worksheets Appendix 6.2: Opening Year Cumulative (2024) With Project Conditions Intersection Operations Analysis Worksheets Appendix 6.3: Opening Year Cumulative (2024) Without Project Conditions Traffic Signal Warrant Analysis Worksheets Appendix 6.4: Opening Year Cumulative (2024) With Project Conditions Traffic Signal Warrant Analysis Worksheets Appendix 6.5: Opening Year Cumulative (2024) Without Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 6.6: Opening Year Cumulative (2024) With Project Conditions Off-Ramp Queuing Analysis Worksheets Appendix 6.7: Opening Year Cumulative (2024) With Project Conditions Intersection Operations Analysis Worksheets With Improvements 15100-06 TA Report v LIST OF EXHIBITS Exhibit 1-1: Location Map .................................................................................................................................. 2 Exhibit 1-2: Preliminary Site Plan ..................................................................................................................... 4 Exhibit 1-3: Study Area ....................................................................................................................................... 7 Exhibit 1-4: Site Access Recommendations ................................................................................................. 10 Exhibit 1-5: Truck Access (Page 1 of 2) ........................................................................................................... 14 Exhibit 1-5: Truck Access (Page 2 of 2) ........................................................................................................... 15 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls (Page 1 of 2) ...................... 24 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls (Page 2 of 2) ...................... 25 Exhibit 3-2: City of Fontana Hierarchy of Streets ......................................................................................... 26 Exhibit 3-3: City of Fontana Bicycle Facilities ................................................................................................ 28 Exhibit 3-4: Existing Pedestrian Facilities ...................................................................................................... 29 Exhibit 3-5: Existing Transit Routes ................................................................................................................ 30 Exhibit 3-6: Existing (2022) Traffic Volumes (Actual Vehicles) .................................................................... 31 Exhibit 4-1: Project (Passenger Car) Trip Distribution ................................................................................. 47 Exhibit 4-2: Project (Trucks) Trip Distribution ............................................................................................... 48 Exhibit 4-3: Project Only Traffic volumes (Actual Vehicles) ......................................................................... 50 Exhibit 4-4: Cumulative Development Location Map .................................................................................. 51 Exhibit 4-5: Cumulative Only Traffic Volumes (Actual Vehicles) ................................................................. 52 Exhibit 5-1: EAP (2024) Traffic Volumes (Actual Vehicles) ........................................................................... 58 Exhibit 6-1: Opening Year Cumulative (2024) Without Project Traffic Volumes (Actual Vehicles) ......... 64 Exhibit 6-2: Opening Year Cumulative (2024) With Project Traffic Volumes (Actual Vehicles) ............... 65 15100-06 TA Report vi LIST OF TABLES Table 1-1: Intersection Analysis Locations ...................................................................................................... 6 Table 1-2: Summary of LOS ............................................................................................................................... 8 Table 1-3: Summary of Improvements and Rough Order of Magnitude Costs ....................................... 12 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 18 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 19 Table 2-3: Traffic Signal Warrant Analysis Locations ................................................................................... 20 Table 2-4: Deficiency Thresholds ................................................................................................................... 21 Table 3-1: Intersection Analysis for Existing (2022) Conditions ................................................................. 33 Table 3-2: Peak Hour Freeway Off-Ramp Queuing Summary for Existing (2022) Conditions ............... 34 Table 4-1: Summary of Existing Use Driveway Count Data ........................................................................ 36 Table 4-2: Average Existing Use Trip Generation Summary ....................................................................... 37 Table 4-3: Project Trip Generation Rates ...................................................................................................... 39 Table 4-4: Project Trip Generation Summary (Actual Vehicles).................................................................. 40 Table 4-5: Project Trip Generation Summary (PCE) ..................................................................................... 41 Table 4-6: Trip Generation Comparison (Actual Vehicles) .......................................................................... 43 Table 4-7: Trip Generation Comparison (PCE) .............................................................................................. 44 Table 4-8: SWIP Trip Generation Summary .................................................................................................. 45 Table 4-9: SWIP Trip Generation Comparison .............................................................................................. 46 Table 4-10: Cumulative Development land use Summary ......................................................................... 53 Table 5-1: Intersection Analysis for EAP (2024) Conditions ........................................................................ 59 Table 5-2: Peak Hour Off-Ramp Queuing Summary for EAP (2024) Conditions ...................................... 60 Table 5-3: Intersection Analysis for EAP (2024) Conditions With Improvements .................................... 61 Table 6-1: Intersection Analysis for Opening Year Cumulative (2024) Conditions .................................. 67 Table 6-2: Peak Hour Freeway Off-Ramp Queuing Summary for Opening Year Cumulative (2024) Conditions ......................................................................................................................................................... 68 Table 6-3: Opening Year Cumulative (2024) Conditions Intersection Operations Analysis With Improvements .................................................................................................................................................. 69 Table 7-1: Project Fair Share Calculations ..................................................................................................... 72 This Page Intentionally Left Blank 15100-06 TA Report vii LIST OF ABBREVIATED TERMS (1) Reference ADT Average Daily Traffic CA MUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation CEQA California Environmental Quality Act CMP Congestion Management Program CTR Commute Trip Reduction DIF Development Impact Fee EAP Existing plus Ambient Growth plus Project HBW Home-Based Work HCM Highway Capacity Manual ITE Institute of Transportation Engineers LOS Level of Service OPR Office of Planning and Research P/A Production/Attraction PCE Passenger Car Equivalent PHF Peak Hour Factor Project North Fontana Industrial Complex (Acacia) SBCTA San Bernardino County Transit Authority SBTAM San Bernardino Transportation Analysis Model SCAG Southern California Association of Governments SCAQMD South Coast Air Quality Management District SCD Slover Central Manufacturing/Industrial District SED Socio-economic Data SWIP Southwest Industrial Park Specific Plan TA Traffic Analysis TAZ Traffic Analysis Zone TPA Transit Priority Area V/C Volume to Capacity VMT Vehicle Miles Traveled 15100-06 TA Report viii This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 1 1 INTRODUCTION This report presents the results of the Traffic Analysis (TA) for the proposed 11115 Hemlock Avenue development (“Project”), which is located south of Santa Ana Avenue and east of Hemlock Avenue in the City of Fontana, as shown on Exhibit 1-1. Exhibit 1-1 depicts the location of the proposed Project in relation to the existing roadway network and the study area intersections. The purpose of this TA is to evaluate the potential deficiencies related to traffic, identify circulation system deficiencies that may result from the development of the proposed Project, and to recommend improvements to resolve identified deficiencies in order to achieve acceptable operational conditions at study area intersections and ensure consistency with the City’s General Plan. This TA has been prepared in accordance with the City of Fontana’s Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (October 21, 2020) and through consultation with City of Fontana staff during the scoping process. (1) The Project traffic study scoping agreement is provided in Appendix 1.1 of this TA, which has been reviewed and approved by City of Fontana staff. 1.1 SUMMARY OF FINDINGS 1.1.1 VEHICLE MILES TRAVELED Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay-based level of service (LOS) as the measure for identifying transportation impacts for land use projects. This statewide mandate went into effect July 1, 2020. To aid in this transition, the Governor’s Office of Planning and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (2). Based on OPR’s Technical Advisory, specific procedures for complying with the new CEQA requirements for VMT analysis, the City of Fontana adopted Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment (1). The City Guidelines documents the City’s VMT analysis methodology and adopted VMT impact thresholds. The VMT screening evaluation presented in this report has been developed based on these City Guidelines. The Project was evaluated consistent with the City’s available screening criteria and was found to meet the VMT screening criteria. As such, the Project has a less than significant impact on VMT. For additional details, see Section 8 Vehicle Miles Traveled. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 2 EXHIBIT 1-1: LOCATION MAP 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 3 1.1.2 LEVEL OF SERVICE (LOS) ANALYSIS The Project is to construct the following improvement as design features in conjunction with development of the site: • The site adjacent roadways of Hemlock Avenue and Beech Avenue are currently constructed to their ultimate cross-sections according to the City of Fontana guidelines and General Plan. Project to construct sidewalks and modify the curb and gutter to accommodate site access points (Project driveways). Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations of this report. The proposed Project is not anticipated to require the construction of any off-site improvements, however, there are improvement needs identified at off-site intersections for future cumulative traffic study scenarios. As such, the Project Applicant’s responsibility for the Project’s contributions towards deficient off-site intersections is fulfilled through payment of fair share and/or payment into pre-existing fee programs (if applicable) that would be assigned to the future construction of the identified recommended improvements. The Project Applicant would be required to pay requisite fees and/or fair share contributions consistent with the City’s requirements (see Section 7 Local and Regional Funding Mechanisms). 1.2 PROJECT OVERVIEW The proposed Project consists of 661,506 square feet of warehousing use (75% of the total square footage) and 220,502 square feet of high-cube cold storage warehousing use (25% of the total square footage), for a total of 882,008 square feet. The site is currently occupied by an existing use. As such, a trip credit has been taken for the existing use, based on existing traffic counts conducted at the site driveways. The Project is anticipated to be developed within a single phase with an Opening Year of 2024. The proposed preliminary site plan for the proposed Project is shown on Exhibit 1-2. As indicated on Exhibit 1-2, access to the Project site will be provided to Hemlock Avenue via two driveways (Driveway 1 and Driveway 2) and Beech Avenue via two driveways (Driveway 3 and Driveway 4). Truck access will be accommodated via Driveways 1 and 3 while passenger car access will be accommodated via Driveways 2 and 4. Regional access to the Project site is available from the I-10 Freeway via Cherry Avenue and Citrus Avenue. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 4 EXHIBIT 1-2: PRELIMINARY SITE PLAN 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 5 In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) for the following land use codes: (3) • Warehousing (ITE Land Use Code 150) • High-Cube Cold Storage Warehouse (ITE Land Use Code 157) The Project is anticipated to generate a net total of 1,536 two-way trips per day with 130 AM peak hour trips and 140 PM peak hour trips (actual vehicles). The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report. 1.3 ANALYSIS SCENARIOS For the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions: • Existing (2022) Conditions • Existing plus Ambient Growth plus Project (EAP) (2024) • Opening Year Cumulative (2024) Without Project • Opening Year Cumulative (2024) With Project 1.3.1 EXISTING (2022) CONDITIONS Information for Existing (2022) traffic conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared. 1.3.2 EAPC (2024) CONDITIONS The EAP (2024) conditions analysis determines the potential circulation system deficiencies based on a comparison of the EAP traffic conditions to Existing conditions. The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic growth, an ambient growth factor from Existing (2022) conditions of 4.04% (2 percent per year, compounded over 2 years) is included for EAP (2024) traffic conditions. The assumed ambient growth factor is based on the requirements per the City of Fontana traffic study guidelines. The EAP analysis is intended to identify “Opening Year” deficiencies associated with the development of the proposed Project based on the expected background growth within the study area. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 6 1.3.3 OPENING YEAR CUMULATIVE (2024) CONDITIONS The Opening Year Cumulative (2024) traffic conditions analysis determines the potential near-term cumulative circulation system deficiencies. To account for background traffic growth, traffic associated with other known cumulative development projects in conjunction with an ambient growth from Existing (2022) traffic conditions of 4.04% is included for Opening Year Cumulative (2024) traffic conditions (2 percent per year compounded annually over 2 years). This analysis scenario includes a list of other cumulative development projects which was compiled from information provided by the City of Fontana and is consistent with other recent studies in the study area. 1.4 STUDY AREA The 16 study area intersections listed in Table 1-1 and shown on Exhibit 1-3 were selected for evaluation in this TA based on consultation with City of Fontana staff. The study area includes intersections where the Project is anticipated to contribute 50 or more peak hour trips per the City of Fontana’s traffic study guidelines. (1) The “50 peak hour trip” criteria represent a minimum number of trips at which a typical intersection would have the potential to be substantively affected by a given development proposal. The 50 peak hour trip criterion is a traffic engineering rule of thumb that is accepted and widely used within San Bernardino County for estimating a potential area of influence (i.e., study area). The intent of a Congestion Management Program (CMP) is to more directly link land use, transportation, and air quality, thereby prompting reasonable growth management programs that will effectively utilize new transportation funds, alleviate traffic congestion and related deficiencies, and improve air quality. Counties within California have developed CMPs with varying methods and strategies to meet the intent of the CMP legislation. TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS #Intersection Jurisdiction CMP Facility? 1 Cherry Av. & I-10 WB Ramps Fontana, Caltrans No 2 Cherry Av. & I-10 EB Ramps Fontana, Caltrans No 3 Cherry Av. & Slover Av.Fontana No 4 Redwood Av. & Slover Av.Fontana No 5 Live Oak Av. & Slover Av.Fontana No 6 Hemlock Av. & Slover Av.Fontana No 7 Hemlock Av. & Santa Ana Av.Fontana No 8 Hemlock Av. & Driveway 1 Fontana No 9 Hemlock Av. & Driveway 2 Fontana No 10 Beech Av. & Santa Ana Av.Fontana No 11 Beech Av. & Driveway 3 Fontana No 12 Beech Av. & Driveway 4 Fontana No 13 Elm Av. & Santa Ana Av.Fontana No 14 Poplar Av. & Santa Ana Av.Fontana No 15 Catawba Av. & Santa Ana Av.Fontana No 16 Citrus Av. & Santa Ana Av.Fontana No 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 7 EXHIBIT 1-3: STUDY AREA 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 8 1.5 DEFICIENCIES This section provides a summary of deficiencies by analysis scenario. Section 2 Methodologies provides information on the methodologies used in the analysis and Section 5 EAP (2024) Traffic Conditions and Section 6 Opening Year Cumulative (2024) Traffic Conditions. A summary of LOS results for all analysis scenarios is presented in Table 1-2. TABLE 1-2: SUMMARY OF LOS 1.5.1 EXISTING (2022) CONDITIONS The following study area intersections are currently operating at an unacceptable LOS during the peak hours: • Cherry Avenue & Slover Avenue (#3) – LOS D AM and PM peak hours • Redwood Avenue & Slover Avenue (#4) – LOS D PM peak hour only • Hemlock Avenue & Slover Avenue (#6) – LOS D PM peak hour only #Intersection AM PM AM PM AM PM AM PM 1 Cherry Av. & I-10 WB Ramps 2 Cherry Av. & I-10 EB Ramps 3 Cherry Av. & Slover Av. 4 Redwood Av. & Slover Av. 5 Live Oak Av. & Slover Av. 6 Hemlock Av. & Slover Av. 7 Hemlock Av. & Santa Ana Av. 8 Hemlock Av. & Driveway 1 N/A N/A N/A N/A 9 Hemlock Av. & Driveway 2 N/A N/A N/A N/A 10 Beech Av. & Santa Ana Av. 11 Beech Av. & Driveway 3 N/A N/A N/A N/A 12 Beech Av. & Driveway 4 N/A N/A N/A N/A 13 Elm Av. & Santa Ana Av. 14 Poplar Av. & Santa Ana Av. 15 Catawba Av. & Santa Ana Av. 16 Citrus Av. & Santa Ana Av. = A - C = D - E = F Existing EAP (2024) Opening Year Cumulative (2024) Without Project Opening Year Cumulative (2024) With Project 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 9 1.5.2 EAP (2024) CONDITIONS There are no additional study area intersections anticipated to operate at an unacceptable LOS during the peak hours, in addition to the intersections previously identified under Existing (2022) traffic conditions. 1.5.3 OPENING YEAR CUMULATIVE (2024) CONDITIONS The following study area intersections are anticipated to continue to operate at an unacceptable LOS during the peak hours under Opening Year Cumulative (2024) Without Project traffic conditions: • Cherry Avenue & I-10 EB Ramps (#2) – LOS D AM peak hour only • Cherry Avenue & Slover Avenue (#3) – LOS E AM and PM peak hours • Redwood Avenue & Slover Avenue (#4) – LOS F PM peak hour only • Hemlock Avenue & Slover Avenue (#6) – LOS D AM peak hour; LOS F PM peak hour There are no additional study area intersections anticipated to operate at an unacceptable LOS with the addition of Project traffic under Opening Year Cumulative (2024) With Project traffic conditions. 1.6 RECOMMENDATIONS 1.6.1 SITE ADJACENT AND SITE ACCESS RECOMMENDATIONS The following recommendations are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project. The site adjacent recommendations are shown on Exhibit 1-4. Recommendation 1 – Hemlock Avenue & Driveway 1 (#8) – The following improvement is necessary to accommodate site access: • Project to install a stop control on the westbound approach and construct a westbound shared left-right turn lane (Project driveway). Recommendation 2 – Hemlock Avenue & Driveway 2 (#9) – The following improvement is necessary to accommodate site access: • Project to install a stop control on the westbound approach and construct a westbound shared left-right turn lane (Project driveway). Recommendation 3 – Beech Avenue & Driveway 3 (#11) – The following improvement is necessary to accommodate site access: • Project to install a stop control on the eastbound approach and construct an eastbound shared left-right turn lane (Project driveway). 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 10 EXHIBIT 1-4: SITE ACCESS RECOMMENDATIONS 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 11 Recommendation 4 – Beech Avenue & Driveway 4 (#12) – The following improvement is necessary to accommodate site access: • Project to install a stop control on the eastbound approach and construct an eastbound shared left-right turn lane (Project driveway). Recommendation 5 – Hemlock Avenue is a north-south oriented roadway located on the Project’s western boundary. The site adjacent roadway of Hemlock Avenue is currently constructed to its ultimate cross-section according to the City of Fontana guidelines and General Plan. Project to construct sidewalks and modify the curb and gutter to accommodate site access points (Driveways 1 and 2). Recommendation 6 – Beech Avenue is a north-south oriented roadway located on the Project’s eastern boundary. The site adjacent roadway of Hemlock Avenue is currently constructed to its ultimate cross- section according to the City of Fontana guidelines and General. Project to construct sidewalks and modify the curb and gutter to accommodate site access points (Driveways 3 and 4). On-site traffic signing and striping should be implemented agreeable with the provisions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with detailed construction plans for the Project site. Sight distance at each project access point should be reviewed with respect to standard Caltrans and City of Fontana sight distance standards at the time of preparation of final grading, landscape, and street improvement plans. 1.6.2 OFF-SITE RECOMMENDATIONS The recommended improvements needed to address the cumulative deficiencies identified under EAP (2024) and Opening Year Cumulative (2024) traffic conditions are summarized in Table 1-3. For those improvements listed in Table 1-3 and not constructed as part of the Project, the Project Applicant’s responsibility for the Project’s contributions towards deficient intersections is fulfilled through payment of fair share and/or fees. Table 1-3 also summarizes the applicable cost associated with each of the recommended improvements. 1.7 VEHICLE MILES TRAVELED (VMT) ANALYSIS The Project was evaluated against screening criteria as outlined in the City Guidelines. The Project was found to meet the Project Net Daily Trips Less than 500 ADT screening step and therefore has a less than significant impact on VMT. A detailed discussion can be found in Section 8 Vehicle Miles Traveled Analysis of this TA. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 12 TABLE 1-3: SUMMARY OF IMPROVEMENTS AND ROUGH ORDER OF MAGNITUDE COSTS EAP (2024) Opening Year Cumulative (2024) With Project Estimated Cost3,4 3 Cherry Av. & Slover Av.Fontana Modify the traffic signal to implement lead-lag phasing for the NB/SB approaches Same Fair Share No $136,500 12.1%$16,449 Total:$136,500 $16,449 4 Redwood Av. & Slover Av.Fontana Install a traffic signal Same Fair Share No $455,000 20.8%$94,640 Total:$455,000 $94,640 6 Hemlock Av. & Slover Av.Fontana Install a traffic signal Same Fair Share No $455,000 24.0%$109,032 Total:$455,000 $109,032 Total Cost for Improvements $1,046,500 $220,122 Total Project Fair Share Contribution to the City of Fontana (non-DIF/other)6 Total Project Fair Share Contribution to Caltrans7 1 Improvements included in regional/City DIF programs have been identified as such. 2 Program improvements constructed by project may be eligible for fee credit. In lieu fee payment is at the discretion of the City. 3 Costs have been estimated using the data provided in Appendix "G" of the CMP (2003 Update) for preliminary construction costs with an application of 1.82 factor to adjust costs to 2023. 4 Total project fair share contribution consists of the improvements which are not already included in a pre-existing fee program. 5 Rough order of magnitude cost estimate. 6 Total project fair share contribution consists of the improvements which are not already included in a fee program for those intersections wholly or partially within the City of Fontana. 7 Total project fair share contribution consists of the improvements which are not already included in a fee program for those intersections under the jurisdiction of Caltrans. $0 $220,122 #Intersection Location Jurisdiction Project Responsibility Improvements in DIF1,2 Project Fair Share Fair Share Cost5 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 13 1.8 TRUCK ACCESS Due to the typical wide turning radius of large trucks, a truck turning template has been overlaid on the site plan at each applicable Project driveway anticipated to be utilized by heavy trucks in order to determine appropriate curb radii and to verify that trucks will have sufficient space to execute turning maneuvers (see Exhibit 1-5). A WB-67 truck (53-foot trailer) has been utilized for the purposes of this analysis. As shown on Exhibit 1-5, the proposed driveways are anticipated to accommodate the ingress and egress of heavy trucks as currently designed. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 14 EXHIBIT 1-5: TRUCK ACCESS (PAGE 1 OF 2) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 15 EXHIBIT 1-5: TRUCK ACCESS (PAGE 2 OF 2) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 16 This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 17 2 METHODOLOGIES This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are generally consistent with the City of Fontana’s traffic study guidelines. (1) 2.1 LEVEL OF SERVICE Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS is a qualitative description of traffic flow based on several factors, such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop-and-go conditions. LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow. 2.2 INTERSECTION CAPACITY ANALYSIS The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway. The 6th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (4) The HCM uses different procedures depending on the type of intersection control. 2.2.1 SIGNALIZED INTERSECTIONS The City of Fontana requires signalized intersection operations analysis based on the methodology described in the HCM. (4) Intersection LOS operations are based on an intersection’s average control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. For signalized intersections LOS is related to the average control delay per vehicle and is correlated to a LOS designation as described in Table 2-1. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 18 TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS The traffic modeling and signal timing optimization software package Synchro (Version 11) has been utilized to analyze signalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network. A saturation flow rate of 1900 has been utilized for all study area intersections located within the City of Fontana. The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15-minute volumes. Customary practice for LOS analysis is to use a peak 15-minute rate of flow. However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g., PHF = [Hourly Volume] / [4 x Peak 15- minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (4) Description Average Control Delay (Seconds), V/C ≤ 1.0 Level of Service, V/C ≤ 1.01 Operations with very low delay occurring with favorable progression and/or short cycle length.0 to 10.00 A Operations with low delay occurring with good progression and/or short cycle lengths.10.01 to 20.00 B Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. 20.01 to 35.00 C Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. 35.01 to 55.00 D Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay. 55.01 to 80.00 E Operation with delays unacceptable to most drivers occurring due to over saturation, poor progression, or very long cycle lengths. 80.01 and up F Source: HCM, 6th Edition 1 If V/C is greater than 1.0 then LOS is F per HCM. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 19 2.2.2 UNSIGNALIZED INTERSECTIONS The City of Fontana requires the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (4) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2-2). At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay). TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS 2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY The term "signal warrants" refers to the list of established criteria used by the California Department of Transportation (Caltrans) and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (5) The signal warrant criteria for Existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (5) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Urban warrants have been used as posted speed limits on the major roadways with unsignalized intersections are 40 miles per hour or below and rural warrants for speeds greater than 40 miles per hour on the major roadway. Description Average Control Delay (Seconds), V/C ≤ 1.0 Level of Service, V/C ≤ 1.01 Little or no delays.0 to 10.00 A Short traffic delays.10.01 to 15.00 B Average traffic delays.15.01 to 25.00 C Long traffic delays.25.01 to 35.00 D Very long traffic delays.35.01 to 50.00 E Extreme traffic delays with intersection capacity exceeded.> 50.00 F Source: HCM, 6th Edition 1 If V/C is greater than 1.0 then LOS is F per HCM. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 20 Future intersections that do not currently exist have been assessed regarding the potential need for new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were performed for the following study area intersection shown in Table 2-3: TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 EAP (2024) Conditions and Section 6 Opening Year Cumulative (2024) Traffic Conditions of this report. It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this threshold condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant. 2.4 OFF-RAMP QUEUING ANALYSIS Consistent with Caltrans requirements, the 95th percentile queuing of vehicles has been assessed at the off-ramps to determine potential queuing deficiencies at the freeway ramp intersections at the I- 10 Freeway at the Cherry Avenue interchange. Specifically, the off-ramp queuing analysis is utilized to identify any potential queuing and “spill back” onto the I-10 Freeway mainline from the off-ramps. #Intersection 4 Redwood Av. & Slover Av. 6 Hemlock Av. & Slover Av. 7 Hemlock Av. & Santa Ana Av. 8 Hemlock Av. & Driveway 1 9 Hemlock Av. & Driveway 2 10 Beech Av. & Santa Ana Av. 11 Beech Av. & Driveway 3 12 Beech Av. & Driveway 4 13 Elm Av. & Santa Ana Av. 14 Poplar Av. & Santa Ana Av. 15 Catawba Av. & Santa Ana Av. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 21 The traffic progression analysis tool and HCM intersection analysis program, Synchro, has been used to assess the potential deficiencies/needs of the intersections with traffic added from the proposed Project. Storage (turn-pocket) length recommendations at the ramps have been based upon the 95th percentile queue resulting from the Synchro progression analysis. The footnote from the Synchro output sheets indicates if the 95th percentile cycle exceeds capacity. Traffic is simulated for two complete cycles of the 95th percentile traffic in Synchro in order to account for the effects of spillover between cycles. In practice, the 95th percentile queue shown will rarely be exceeded and the queues shown with the footnote are acceptable for the design of storage bays. The 95th percentile queue is derived from the average queue plus 1.65 standard deviations. The 95th percentile queue is not necessarily ever observed it is simply based on statistical calculations. 2.5 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS) Minimum Acceptable LOS and associated definitions of intersection deficiencies has been obtained from each of the applicable surrounding jurisdictions. CITY OF FONTANA The City’s General Plan recommends a LOS standard of LOS C. Intersections which are forecast to operate at unsatisfactory conditions (i.e., at LOS worse than LOS C for city intersections) shall be identified as cumulatively deficient intersections. Therefore, any intersection operating at LOS D, E, or F will be considered deficient for the purposes of this analysis. (1) 2.6 DEFICIENCY CRITERIA This section outlines the methodology used in this analysis related to identifying circulation system deficiencies. For the intersections that lie within the City of Fontana, determination of direct project- related deficiencies will be based on a comparison of without and with project levels of service for each analysis year. A project-related deficiency occurs if project traffic increases the average delay at an intersection by more than the thresholds identified in Table 2-4. The thresholds for LOS A, B, and C do not apply to projects consistent with the General Plan. TABLE 2-4: DEFICIENCY THRESHOLDS Pre-Project LOS Deficiency Criteria1 LOS A/B 10.0 seconds LOS C 8.0 seconds LOS D 5.0 seconds LOS E 2.0 seconds LOS F 1.0 seconds 1 Increase in delay. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 22 Cumulative traffic impacts are deficiencies that are not directly caused by the Project but occur as a result of regional growth combined with that or other nearby cumulative development projects. Cumulative traffic deficiencies utilize the same thresholds as shown in Table 2-4. The Project’s contribution to a particular cumulative transportation deficiency is deemed cumulatively considerable if the Project adds traffic to the forecasted deficiency (per Table 2-4). A Project’s contribution to a cumulatively considerable deficiency can be reduced if the Project is required to implement or fund its fair share of improvements designed to alleviate the potential cumulative deficiency. If full funding of future cumulative improvements is not reasonably assured, a temporary unmitigated cumulative deficiency may occur until the needed improvement is fully funded and constructed. 2.7 PROJECT FAIR SHARE CALCULATION METHODOLOGY Improvements found to be included in the City’s Development Impact Fee (DIF) program will be identified as such. For improvements that do not appear to be in either of the pre-existing fee programs, a fair share contribution based on the Project’s proportional share may be imposed in order to address the Project’s share of deficiencies in lieu of construction. It should be noted that fair share calculations are for informational purposes only and the City Traffic Engineer will determine the appropriate improvements to be implemented by a project (to be identified in the conditions of approval). The Project’s fair share cost of improvements would be determined based on the following equation, which is the ratio of Project traffic to new traffic, where new traffic is total future traffic less existing baseline traffic: Project Fair Share % = Project Traffic / (2024 Total Traffic – Existing (2022) Traffic) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 23 3 AREA CONDITIONS This section provides a summary of the existing circulation network, the City of Fontana General Plan Circulation Network, and a review of existing peak hour intersection operations, traffic signal warrant, and off-ramp queuing analyses. 3.1 EXISTING CIRCULATION NETWORK Pursuant to the scoping agreement with City of Fontana staff (Appendix 1.1), the study area includes a total of 16 existing and future intersections as shown previously on Exhibit 1-3. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls. 3.2 GENERAL PLAN CIRCULATION ELEMENTS Exhibit 3-2 shows the City of Fontana General Plan Circulation Element. The City of Fontana General Plan does not include roadway cross-sections in its General Plan. Major Highways are four-to-six-lane divided roadways (typically divided by a raised median or painted two-way turn-lane). These roadways serve both regional through-traffic and inter-city traffic and typically direct traffic onto and off-of the freeways. The following study area roadway within the City of Fontana is classified as a Major Highway: • Cherry Avenue, north of Jurupa Avenue Primary Highways are four-lane divided roadways (typically divided by a raised median or painted two-way turn-lane). These roadways typically connect Major Highways. The following study area roadways within the City of Fontana are classified as a Primary Highway: • Beech Avenue • Slover Avenue Secondary Highways are four-lane divided roadways. These roadways serve local traffic and are typically used to carry traffic along the perimeters of large developments. The following study area roadways within the City of Fontana are classified as Secondary Highways: • Santa Ana Avenue • Citrus Avenue Collector Streets are two-lane streets, providing one lane in each direction. The following study area roadways within the study area are classified as a Collector Street: • Redwood Avenue • Live Oak Avenue • Hemlock Avenue • Elm Avenue • Catawba Avenue 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 24 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS (PAGE 1 OF 2) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 25 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS (PAGE 2 OF 2) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 26 EXHIBIT 3-2: CITY OF FONTANA HIERARCHY OF STREETS 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 27 3.3 BICYCLE & PEDESTRIAN FACILITIES The City of Fontana bike facilities are shown on Exhibit 3-3. Santa Ana Avenue and Beech Avenue are proposed as Class II bike facilities (striped, on-street bike lanes). Existing pedestrian facilities are shown on Exhibit 3-4. As shown on Exhibit 3-4, there are existing pedestrian facilities along Santa Ana Avenue and Beech Avenue. 3.4 TRANSIT SERVICE The study area is currently served by Omnitrans Transit Agency with bus services along portions of Jurupa Avenue. Route 82 is the closest route that provides service along Jurupa Avenue, south of the Project, and could potentially serve the Project site. The transit services are illustrated on Exhibit 3-5. Transit service is reviewed and updated by Omnitrans periodically to address ridership, budget, and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate. 3.5 EXISTING TRAFFIC COUNTS The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in 2022. The following peak hours were selected for analysis: • Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM) • Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) The 2022 weekday AM and weekday PM peak hour count data is representative of typical weekday peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity or detour routes and near-by schools were in session and operating on normal schedules. As such, no additional adjustments were made to the traffic counts to establish the baseline condition. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1. These raw turning volumes have been flow conserved between intersections with limited access, no access, and where there are currently no uses generating traffic. The traffic counts collected in 2022 include the vehicle classifications as shown below: • Passenger Cars • 2-Axle Trucks • 3-Axle Trucks • 4 or More Axle Trucks 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 28 EXHIBIT 3-3: CITY OF FONTANA BICYCLE FACILITIES 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 29 EXHIBIT 3-4: EXISTING PEDESTRIAN FACILITIES 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 30 EXHIBIT 3-5: EXISTING TRANSIT ROUTES 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 31 EXHIBIT 3-6: EXISTING (2022) TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 32 The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1. The traffic counts include the following vehicle classifications: Passenger Cars, 2-Axle Trucks, 3-Axle Trucks, and 4 or More Axle Trucks. To represent the effects large trucks, buses and recreational vehicles have on traffic flow; all trucks were converted into Passenger Car Equivalent (PCE). By their size alone, these vehicles occupy the same space as two or more passenger cars. In addition, the time it takes for them to accelerate and slow-down is much longer than for passenger cars and varies depending on the type of vehicle and number of axles. For the purpose of this analysis, a PCE factor of 2.0 has been applied to 2-axle trucks, 2.5 for 3-axle trucks, and 3.0 for 4+-axle trucks to estimate each turning movement. These factors are consistent with the values recommended for use in the City’s Traffic Study Guidelines. Existing ADT volumes are based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg (see Exhibit 3-6): Weekday PM Peak Hour (Approach Volume + Exit Volume) x 13.44 = Leg Volume A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 7.440 percent. As such, the above equation utilizing a factor of 13.44 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 7.440 percent (i.e., 1/0.07440 = 13.44) and was assumed to sufficiently estimate ADT volumes for planning-level analyses. Existing weekday AM and weekday PM peak hour intersection volumes are shown on Exhibit 3-6. Note volumes shown on exhibits are represented in actual vehicles. 3.6 EXISTING (2022) INTERSECTION OPERATIONS ANALYSIS Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized in Table 3-1 which indicates that the following study area intersections are currently operating at an unacceptable LOS during the peak hours: • Cherry Avenue & Slover Avenue (#3) – LOS D AM and PM peak hours • Redwood Avenue & Slover Avenue (#4) – LOS D PM peak hour only • Hemlock Avenue & Slover Avenue (#6) – LOS D PM peak hour only The intersection operations analysis worksheets are included in Appendix 3.2 of this TA. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 33 TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2022) CONDITIONS 3.7 EXISTING (2022) TRAFFIC SIGNAL WARRANTS ANALYSIS There are no unsignalized study area intersections that currently meet a traffic signal warrant under Existing (2022) traffic conditions (see Appendix 3.3). 3.8 EXISTING (2022) OFF-RAMP QUEUING ANALYSIS A queuing analysis was performed for the off-ramps at the Cherry Avenue and I-10 Freeway interchange to assess vehicle queues for the off ramps that may potentially result in deficient peak hour operations at the ramp-to-arterial intersections and may potentially “spill back” onto the I-10 Freeway mainline. Queuing analysis findings are presented in Table 3-2. It is important to note that off-ramp lengths are consistent with the measured distance between the intersection and the freeway mainline. As shown in Table 3-2, there are no movements that are currently experiencing queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows. Worksheets for Existing (2022) traffic conditions off-ramp queuing analysis are provided in Appendix 3.4. Level of Traffic Service #Intersection Control2 AM PM AM PM 1 Cherry Av. & I-10 WB Ramps TS 19.0 13.0 B B 2 Cherry Av. & I-10 EB Ramps TS 29.5 19.3 C B 3 Cherry Av. & Slover Av.TS 52.1 48.5 D D 4 Redwood Av. & Slover Av.CSS 13.2 27.3 B D 5 Live Oak Av. & Slover Av.TS 10.9 11.3 B B 6 Hemlock Av. & Slover Av.CSS 19.5 28.6 C D 7 Hemlock Av. & Santa Ana Av.CSS 10.2 11.1 B B 8 Hemlock Av. & Driveway 1 9 Hemlock Av. & Driveway 2 10 Beech Av. & Santa Ana Av.AWS 9.4 9.4 A B 11 Beech Av. & Driveway 3 12 Beech Av. & Driveway 4 13 Elm Av. & Santa Ana Av.AWS 8.4 8.4 A A 14 Poplar Av. & Santa Ana Av.AWS 9.0 9.8 A A 15 Catawba Av. & Santa Ana Av.CSS 10.9 12.2 B B 16 Citrus Av. & Santa Ana Av.TS 14.8 16.4 B B * 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM Delay1 (secs.) BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). Future Intersection Future Intersection Future Intersection Future Intersection 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 34 TABLE 3-2: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR EXISTING (2022) CONDITIONS AM PM Cherry Av. & I-10 WB Ramps (#1)WBL 2,045 184 156 Yes Yes WBR 350 799 2,3 442 3 Yes Yes Cherry Av. & I-10 EB Ramps (#2)EBL 1,260 478 382 Yes Yes EBT/R 1,260 513 2 368 Yes Yes EBR 300 409 3 315 3 Yes Yes 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I-10 Freeway mainline. Intersection Movement Available Stacking Distance (Feet) 95th Percentile Queue (Feet)3 Acceptable? 1 AM Peak Hour PM Peak Hour 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 35 4 PROJECTED FUTURE TRAFFIC The proposed Project consists of 661,506 square feet of warehousing use (75% of the total square footage) and 220,502 square feet of high-cube cold storage warehousing use (25% of the total square), for a total of 882,008 square feet. The site is currently occupied by an existing use. As such, a trip credit has been taken for the existing use, based on existing traffic counts conducted at the site driveways. The Project is anticipated to be developed within a single phase with an Opening Year of 2024. The proposed preliminary site plan for the proposed Project is shown previously on Exhibit 1-2. Access to the Project site will be provided to Hemlock Avenue via two driveways (Driveway 1 and Driveway 2) and Beech Avenue via two driveways (Driveway 3 and Driveway 4). Truck access will be accommodated via Driveways 1 and 3 while passenger car access will be accommodated via Driveways 2 and 4. Regional access to the Project site is available from the I-10 Freeway via Cherry Avenue and Citrus Avenue. 4.1 PROJECT TRIP GENERATION Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development. 4.1.1 EXISTING USE The Project site is currently occupied by Modular Space Corporation (ModSpace) for light industrial uses that include: leasing, storage, and refurbishing of modular trailers, offices, and storage bins. The project site is developed with one building and three modular buildings, which total 11,590 square feet. In addition, the site contains stored modular units, scrap metal and recycling collection bins, parking lots, and storage areas. The project site ground surface is either paved with asphalt or gravel covered with limited areas of ornamental landscaping. The site is currently occupied and generating traffic. In an effort to understand the existing traffic associated with the current use, weekday traffic counts were collected at the driveways on October 18th and October 19th, 2022 (Tuesday and Wednesday). Although all 4 existing driveways were observed, only the southerly driveway on Hemlock Avenue was utilized (all other driveways were closed and remained closed). A summary of the count data collected is shown in Table 4-1 of Attachment A for the uses on the existing site. Table 4-1 provides a detailed summary of the counts collected each day. See Appendix 4.1 for driveway count data worksheets. Table 4-2 summarizes the average existing trip generation based on the count data collected over two consecutive weekdays. The existing site currently generates an average of 62 two-way trips per day, with 7 AM peak hour trips and 5 PM peak hour trips, in actual vehicles. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 36 TABLE 4-1: SUMMARY OF EXISTING USE DRIVEWAY COUNT DATA Land Use In Out Total In Out Total Daily October 18, 2022 - Tuesday Passenger Cars: 1 0 1 1 2 3 47 2-axle Trucks: 0 0 0 1 0 1 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 1 0 1 0 0 0 4 Total Truck Trips: 1 0 1 1 0 1 14 Day 1 Total Trips1 2 0 2 2 2 4 61 October 19, 2022 - Wednesday Passenger Cars: 4 0 4 1 3 4 50 2-axle Trucks: 1 1 2 0 0 0 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 0 1 1 0 0 0 1 Total Truck Trips: 1 2 3 0 0 0 11 Day 2 Total Trips1 5 2 7 1 3 4 61 1 Total Trips = Passenger Cars + Total Truck Trips. 2 Trip generation represents the sum of all driveways, by day. AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 37 TABLE 4-2: AVERAGE EXISTING USE TRIP GENERATION SUMMARY Land Use In Out Total In Out Total Daily Actual Vehicles: Passenger Cars: 3 0 3 1 3 4 49 2-axle Trucks: 1 1 2 1 0 1 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 1 1 2 0 0 0 3 Total Trucks:2 2 4 1 0 1 13 Total Trips 5 2 7 2 3 5 62 Passenger Car Equivalent (PCE): Passenger Cars: 3 0 3 1 3 4 49 2-axle Trucks (PCE = 2.0): 2 2 4 2 0 2 20 3-axle Trucks (PCE = 2.5): 0 0 0 0 0 0 0 4+-axle Trucks (PCE = 3.0): 3 3 6 0 0 0 9 Total Trucks (PCE):5 5 10 2 0 2 29 Total Trips (PCE)8 5 13 3 3 6 78 1 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 38 4.1.2 PROPOSED PROJECT The trip generation rates used for this assessment are based upon information collected by the ITE as provided in their Trip Generation Manual (11th Edition, 2021) for the proposed warehousing (ITE Land Use Code 150) and high-cube cold storage warehouse (ITE Land Use Code 157) uses (see Table 4-3). The following summarizes the proposed land use and vehicle mix: • ITE land use code 150 (Warehousing) is primarily devoted to the storage of materials but may also include office and maintenance areas. The vehicle mix has been obtained from the ITE’s latest Trip Generation Manual. The truck percentages were further broken down by axle type per the following South Coast Air Quality Management District (SCAQMD) recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+- Axle = 62.6%. • ITE land use code 157 (High-Cube Cold Storage Warehouse) includes warehouses characterized by the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses. High-cube cold storage warehouses are facilities typified by temperature-controlled environments for frozen food or other perishable products. The High-Cube Cold Storage Warehouse vehicle mix (passenger cars versus trucks) has also been obtained from the ITE’s Trip Generation Manual. The truck percentages were further broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 34.7%; 3-Axle = 11.0%; 4+-Axle = 54.3%. Refinements to the raw trip generation estimates have been made to provide a more detailed breakdown of trips between passenger cars and trucks. Trip generation for heavy trucks was further broken down by truck type (or axle type). The total truck percentage is comprised of 3 different truck types: 2-axle, 3-axle, and 4+-axle trucks. PCE factors were applied to the trip generation rates for heavy trucks (large 2-axles, 3-axles, 4+-axles). PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses. The PCE factors are consistent with the recommended PCE factors in City’s Guidelines. Trip generations for the proposed Project are show in Table 4-3 for both actual vehicles and PCE. The trip generation summary illustrating daily, and peak hour trip generation estimates for the proposed Project in actual and PCE vehicles are shown in Table 4-4. As shown in Table 4-4, the proposed Project is anticipated to generate a total of 1,598 two-way trips per day with 137 AM peak hour trips and 145 PM peak hour trips (in actual vehicles). In comparison, the proposed Project is anticipated to generate a total of 2,554 PCE two-way trips per day with 170 PCE AM peak hour trips and 189 PCE PM peak hour trips (see Table 4-5). For the purposes of the operations analyses, the PCE trip generation has been utilized. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 39 TABLE 4-3: PROJECT TRIP GENERATION RATES ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars (AM-88.2%, PM-83.3%, Daily-64.9%)0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (AM-1.97%, PM-2.79%, Daily-5.86%)0.002 0.001 0.003 0.003 0.002 0.005 0.100 3-Axle Trucks (AM-2.44%, PM-3.46%, Daily-7.27%)0.002 0.002 0.004 0.003 0.003 0.006 0.124 4+-Axle Trucks (AM-7.39%, PM-10.45%, Daily-21.97%)0.007 0.006 0.013 0.010 0.009 0.019 0.376 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars (AM-72.7%, PM-75.0%, Daily-64.6%)0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (AM-9.5%, PM-8.7%, Daily-12.3%)0.003 0.007 0.010 0.005 0.005 0.010 0.260 3-Axle Trucks (AM-3.0%, PM-2.8%, Daily-3.9%)0.001 0.002 0.003 0.002 0.001 0.003 0.083 4+-Axle Trucks (AM-14.8%, PM-13.6%, Daily-19.2%)0.005 0.011 0.016 0.008 0.008 0.016 0.407 Passenger Car Equivalent (PCE) Trip Generation Rates6 Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (PCE = 2.0)0.004 0.003 0.007 0.006 0.004 0.010 0.200 3-Axle Trucks (PCE = 2.5)0.005 0.005 0.010 0.008 0.008 0.016 0.311 4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (PCE = 2.0)0.006 0.015 0.021 0.010 0.011 0.021 0.521 3-Axle Trucks (PCE = 2.5)0.003 0.006 0.008 0.005 0.003 0.008 0.206 4+-Axle Trucks (PCE = 3.0)0.015 0.034 0.049 0.024 0.025 0.049 1.222 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks. Daily 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 40 TABLE 4-4: PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Warehousing (75%)661.506 TSF Passenger Cars: 79 20 99 23 76 99 734 2-axle Trucks: 1 1 2 2 1 3 66 3-axle Trucks: 1 1 2 2 2 4 82 4+-axle Trucks: 5 4 9 7 6 13 248 Total Truck Trips (Actual Vehicles):7 6 13 11 9 20 396 Total Trips (Actual Vehicles)2 86 26 112 34 85 119 1,130 High-Cube Cold Storage (25%)220.502 TSF Passenger Cars: 17 1 18 4 16 20 302 2-axle Trucks: 1 2 3 1 1 2 58 3-axle Trucks: 0 1 1 0 0 0 18 4+-axle Trucks: 1 2 3 2 2 4 90 Total Truck Trips (Actual Vehicles):2 5 7 3 3 6 166 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 468 Passenger Cars 96 21 117 27 92 119 1,036 Trucks 9 11 20 14 12 26 562 Total Trips (Actual Vehicles)2 105 32 137 41 104 145 1,598 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 41 TABLE 4-5: PROJECT TRIP GENERATION SUMMARY (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Warehousing (75%)661.506 TSF Passenger Cars: 79 20 99 23 76 99 734 2-axle Trucks: 3 2 5 4 3 7 134 3-axle Trucks: 3 4 7 5 5 10 206 4+-axle Trucks: 14 11 25 20 17 37 746 Total Truck Trips (PCE):20 17 37 29 25 54 1,086 Total Trips (PCE)2 99 37 136 52 101 153 1,820 High-Cube Cold Storage (25%)220.502 TSF Passenger Cars: 17 1 18 4 16 20 302 2-axle Trucks: 1 3 4 2 2 4 116 3-axle Trucks: 1 1 2 1 1 2 46 4+-axle Trucks: 3 7 10 5 5 10 270 Total Truck Trips (PCE):5 11 16 8 8 16 432 Total Trips (PCE)2 22 12 34 12 24 36 734 Passenger Cars 96 21 117 27 92 119 1,036 Trucks 25 28 53 37 33 70 1,518 Total Trips (PCE)2 121 49 170 64 125 189 2,554 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 42 4.1.3 TRIP GENERATION COMPARISON The trip generation comparison between the existing and proposed uses are shown in Table 4-6 for actual vehicles and in Table 4-7 for PCE. The resulting net new trips are identified in Table 4-6. As shown, the Project is anticipated to generate 1,536 more two-way trips per day with an increase of 130 AM peak hour trips and 140 PM peak hour trips (in actual vehicles). Per the City Guidelines, the operations analysis is based on the PCE trip generation comparison as the existing and proposed uses are truck-intensive uses. 4.1.4 SWIP TRIP GENERATION COMPARISON The trip generation from the Southwest Industrial Specific Plan (SWIP) has been compared to the proposed Project trip generation, and the results are provided in Table 4-8. The Project site is located within the Slover Central Manufacturing/Industrial District (SCD) and the trip generation has been obtained from the SWIP Project Traffic Analysis, September 29, 2011, prepared by RBF Consulting. (6) As shown in Table 4-8, the proposed Project site, assuming the land use assumptions from the SCD, is anticipated to generate 2,966 two-way trip-ends per day, with 353 AM peak hour trips and 362 PM peak hour trips (in actual vehicles). The resulting net new trips are identified in Table 4-9. As shown in Table 4-9, based on a comparison of the proposed Project trip generation and the trip generation for the site based on the SWIP traffic analysis, the proposed Project is anticipated to generate 1,368 fewer two-way trip-ends per day, with 216 fewer AM peak hour trips and 217 fewer PM peak hour trips. 4.2 PROJECT TRIP DISTRIBUTION The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. Trip distribution is the process of identifying the probable destinations, directions or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. Separate distributions have been developed for passenger cars and trucks. It should be noted, Santa Ana Avenue does not connect over the existing railroad crossing at Live Oak Avenue. As such, and pursuant to discussions with the City of Fontana, traffic utilizes Hemlock Avenue to the north, to travel west on Slover Avenue. Exhibits 4-1 and 4-2 illustrate the passenger car and truck trip distribution patterns through the study area intersections, respectively. 4.3 MODAL SPLIT The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 43 TABLE 4-6: TRIP GENERATION COMPARISON (ACTUAL VEHICLES) Land Use In Out Total In Out Total Daily Proposed Project Passenger Cars: 96 21 117 27 92 119 1,036 Total Truck Trips (Actual Vehicles):9 11 20 14 12 26 562 Total Trips 105 32 137 41 104 145 1,598 Existing Passenger Cars: 3 0 3 1 3 4 49 Total Truck Trips (Actual Vehicles):2 2 4 1 0 1 13 Total Trips 5 2 7 2 3 5 62 Net Change Passenger Cars: 93 21 114 26 89 115 987 Total Truck Trips (Actual Vehicles):7 9 16 13 12 25 549 Total Trips 100 30 130 39 101 140 1,536 AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 44 TABLE 4-7: TRIP GENERATION COMPARISON (PCE) Land Use In Out Total In Out Total Daily Proposed Project Passenger Cars: 96 21 117 27 92 119 1,036 Total Truck Trips (PCE): 25 28 53 37 33 70 1,518 Total Trips 121 49 170 64 125 189 2,554 Existing Passenger Cars: 3 0 3 1 3 4 49 Total Truck Trips (PCE): 5 5 10 2 0 2 29 Total Trips 8 5 13 3 3 6 78 Net Change Passenger Cars: 93 21 114 26 89 115 987 Total Truck Trips (PCE): 20 23 43 35 33 68 1,489 Total Trips 113 44 157 61 122 183 2,476 AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 45 TABLE 4-8: SWIP TRIP GENERATION SUMMARY Land Use Quantity Units1 In Out Total In Out Total Daily Slover Central Manufacturing/Industrial District (SCD) SCD 3,601.531 TSF Total Trip Generation2 1,139 296 1,435 453 1,020 1,473 12,106 SCD Trip Generation Rate 0.32 0.08 0.40 0.13 0.28 0.41 3.36 Proposed Project Trip Generation: SCD 882.008 TSF 282 71 353 115 247 362 2,966 1 TSF = thousand square feet 2 Source: SWIP Project Traffic Analysis, RBF Consulting, September 29, 2011. AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 46 TABLE 4-9: SWIP TRIP GENERATION COMPARISON Land Use QuantityUnits1 In Out Total In Out Total Daily Proposed Project 100.750 TSF Approved Project (SCD)282 71 353 115 247 362 2,966 Proposed Project (Actual Vehicles)105 32 137 41 104 145 1,598 Variance -177 -39 -216 -74 -143 -217 -1,368 AM Peak Hour PM Peak Hour 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 47 EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 48 EXHIBIT 4-2: PROJECT (TRUCKS) TRIP DISTRIBUTION 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 49 4.4 PROJECT TRIP ASSIGNMENT The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project ADT and weekday peak hour intersection turning movement volumes are shown on Exhibit 4-3 in actual vehicles. For the purposes of the peak hour intersection operations analyses, the PCE volumes have been utilized for the proposed Project. 4.5 BACKGROUND TRAFFIC Future year traffic forecasts have been based upon background (ambient) growth at 2.0 percent per year, compounded annually, for 2024 traffic conditions, consistent with other recent studies performed in the area. The total ambient growth is 4.04 percent for 2024 traffic conditions (compounded growth of 2.0 percent per year over 2 years or 1.022 years). The ambient growth factor is intended to approximate regional traffic growth. This ambient growth rate is added to existing traffic volumes to account for area-wide growth not reflected by cumulative development projects. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies. EAP (2024) and Opening Year Cumulative (2024) traffic volumes are provided in Sections 5 and 6 of this TA. The traffic generated by the proposed Project was then manually added to the base volume to determine Opening Year Cumulative “With Project” forecasts. 4.6 CUMULATIVE DEVELOPMENT TRAFFIC A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Fontana. The cumulative projects listed are those that would generate traffic and would contribute traffic to study area intersections. Exhibit 4-4 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown in Table 4-10. If applicable, the traffic generated by individual cumulative projects was manually added to the Opening Year Cumulative forecasts to ensure that traffic generated by the listed cumulative development projects in Table 4-10 are reflected as part of the background traffic. In an effort to conduct a conservative analysis, the cumulative projects are added in conjunction with the ambient growth identified in Section 4.5 Background Traffic. Cumulative ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-5 in actual vehicles. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 50 EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 51 EXHIBIT 4-4: CUMULATIVE DEVELOPMENT LOCATION MAP 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 52 EXHIBIT 4-5: CUMULATIVE ONLY TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 53 TABLE 4-10: CUMULATIVE DEVELOPMENT LAND USE SUMMARY #Land Use 1 Warehouse 355.370 TSF 2 Fontana Trailer Storage Yard Truck Trailer Storage Yard 17.4 AC 3 Warehouse 15.570 TSF 4 Warehouse 64.692 TSF 5 Warehouse 174.280 TSF 6 Warehouse 174.000 TSF 7 Warehouse 85.730 TSF 8 MCN No. 19-040 Warehouse 106.500 TSF 9 MCN No. 21-074 Warehouse 42.000 TSF 10 TPM No. 20236 (MCN No. 20-040)Warehouse (2 Buildings)158.223 TSF 11 MCN No. 19-094 Warehouse 192.000 TSF 12 MCN No. 19-057 Warehouse 146.800 TSF 13 Slover and Redwood Industrial Truck Trailer Storage Yard 5.1 AC 14 14801 Slover Avenue Warehouse Warehouse 308.211 TSF 15 MCN No. 21-049 Warehouse 210.400 TSF 16 Banana and Santa Ana Warehouse Warehouse 299.041 TSF 17 Chaffey College - Fontana Junior/Community College 854 STU Warehouse 362.416 TSF High-Cube Cold Storage Warehouse 90.604 TSF 19 Fontana Foothills High-Cube Warehouse / Distribution Center 754.408 TSF High-Cube Warehouse (Cold Storage)20.421 TSF Warehousing 115.719 TSF 21 La Quinta Inn Hotel 104 Room 22 Townplace Suites Hotel 116 Room 23 Warehousing 194.212 TSF High-Cube Warehouse (Cold Storage)156.365 TSF High-Cube Fulfillment Center 469.095 TSF 25 Slover Avenue Office/Warehouse Warehouse 41.000 TSF 26 Sierra Business Center High-Cube Warehouse Fulfillment Center (Sort) 707.735 TSF 27 Affordable Housing Project Affordable Homes 130 DU 28 The Heights as Southridge Single Family Detached Residential 255 DU 29 Southridge Dog Park Dog Park 0.53 AC 30 Elm Warehouse Warehousing 88.619 TSF Citrus / Slover Warehouse (SEC of Citrus Av. & Slover Av.) 24 Cypress and Slover Warehouse Cherry Av. Warehouse Beech & Santa Ana Warehouse Banana & Rose 18 GLC Fontana III 20 Slover Industrial Center Calabash Industrial Building Project Quantity1 Fontana Corporate Center MG Home International Warehouse 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 54 #Land Use 31 Boyle Industrial Warehousing 126.655 TSF 32 Clover Industrial Warehousing 148.028 TSF 33 16025 Slover Avenue Warehouse High-Cube Fulfillment Center 400.000 TSF 34 Catawba & Aliso Industrial Warehousing 14.955 TSF 35 James Hardie Development Research and Development 200.600 TSF 36 Fontana Business Center High-Cube Fulfillment Center 490.565 TSF 37 First Industrial Catawba Warehouse Warehousing 18.467 TSF 38 Jurupa and Citrus Warehouse Warehousing 77.558 TSF 39 CHI Fontana Citrus Warehousing 174.888 TSF 40 Poplar South Distribution Center Warehousing 490.565 TSF 41 Fontana Business Center 2 Warehousing 40.800 TSF 42 SWC Slover and Cherry Warehousing 165.400 TSF 43 Cherry and Valley Retail Center Coffee Shop with Drive-Thru 2.500 TSF Automobile Parts Store 7.381 TSF 1 TSF = Thousand Square Feet; AC = Acres; DU = Dwelling Units; STU = Students Project Quantity1 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 55 4.7 NEAR-TERM TRAFFIC CONDITIONS The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast the near-term Opening Year Cumulative (2024) traffic conditions. An ambient growth factor of 2.0 percent per year, compounded annually, accounts for background (area-wide) traffic increases that occur over time up to the year 2024 from the year 2022. Traffic volumes generated by cumulative development projects are then added to assess the Opening Year Cumulative (2024) traffic conditions. Lastly, Project traffic is added to assess “With Project” traffic conditions. The 2024 roadway network are similar to the existing conditions roadway network with the exception of future roadways and intersections proposed to be developed by the Project. The near-term traffic analysis includes the following traffic conditions, with the various traffic components: • EAP (2024) o Existing 2022 volumes o Ambient growth traffic (4.04%) o Project Traffic • Opening Year Cumulative (2024) Without Project o Existing 2022 volumes o Ambient growth traffic (4.04%) o Cumulative Development Traffic • Opening Year Cumulative (2024) With Project o Existing 2022 volumes o Ambient growth traffic (4.04%) o Cumulative Development Traffic o Project Traffic 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 56 This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 57 5 EAP (2024) TRAFFIC CONDITIONS This section discusses the traffic forecasts for EAP (2024) conditions and the resulting intersection operations, traffic signal warrant, and off-ramp queuing analyses. 5.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for EAP (2024) conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following: • Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for EAP (2024) conditions (e.g., intersection and roadway improvements at the Project’s frontage and driveways). 5.2 EAP (2024) GROWTH TRAFFIC VOLUME FORECASTS This scenario includes Existing (2022) traffic volumes plus an ambient growth factor of 4.04% and the addition of Project traffic. The weekday ADT volumes and peak hour volumes, in actual vehicles, which can be expected for EAP (2024) traffic conditions are shown on Exhibits 5-1, in actual vehicles. 5.3 INTERSECTION OPERATIONS ANALYSIS EAP (2024) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized in Table 5-1 for EAP (2024) traffic conditions, which indicates that there are no additional study area intersections anticipated to operate at an unacceptable LOS during the peak hours, in addition to the intersections previously identified under Existing (2022) traffic conditions. The intersection operations analysis worksheets for EAP (2024) traffic conditions are included in Appendix 5.1 of this TA. 5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS The traffic signal warrant analysis for EAP (2024) traffic conditions are based on the peak hour volumes or planning level ADT volume-based traffic signal warrants. The unsignalized study area intersection of Hemlock Avenue & Slover Avenue (#6) is anticipated to meet a traffic signal warrant under EAP (2024) traffic conditions (see Appendix 5.2). 5.5 OFF-RAMP QUEUING ANALYSIS Queuing analysis findings for EAP (2024) are presented in Table 5-2. As shown in Table 5-2, there are no movements that are anticipated to experience queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows, consistent with Existing (2022) traffic conditions. Worksheets for EAP (2024) traffic conditions queuing analysis are provided in Appendix 5.3. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 58 EXHIBIT 5-1: EAP (2024) TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 59 TABLE 5-1: INTERSECTION ANALYSIS FOR EAP (2024) CONDITIONS Level of Level of Service Service AM PM AM PM AM PM AM PM 1 Cherry Av. & I-10 WB Ramps TS 19.0 13.0 B B 22.0 14.1 C B 2 Cherry Av. & I-10 EB Ramps TS 29.5 19.3 C B 34.7 22.2 C C 3 Cherry Av. & Slover Av.TS 52.1 48.5 D D 54.4 52.3 D D 4 Redwood Av. & Slover Av.CSS 13.2 27.3 B D 14.0 31.4 B D 5 Live Oak Av. & Slover Av.TS 10.9 11.3 B B 11.2 11.4 B B 6 Hemlock Av. & Slover Av.CSS 19.5 28.6 C D 23.4 77.3 C F 7 Hemlock Av. & Santa Ana Av.CSS 10.2 11.1 B B 10.9 12.0 B B 8 Hemlock Av. & Driveway 1 CSS 8.8 9.1 A A 9 Hemlock Av. & Driveway 2 CSS 8.9 9.1 A A 10 Beech Av. & Santa Ana Av.AWS 9.4 9.4 A B 10.0 9.9 A A 11 Beech Av. & Driveway 3 CSS 10.2 10.4 B B 12 Beech Av. & Driveway 4 CSS 10.1 10.5 B B 13 Elm Av. & Santa Ana Av.AWS 8.4 8.4 A A 8.6 8.8 A A 14 Poplar Av. & Santa Ana Av.AWS 9.0 9.8 A A 9.3 10.3 A B 15 Catawba Av. & Santa Ana Av.CSS 10.9 12.2 B B 11.3 13.1 B B 16 Citrus Av. & Santa Ana Av.TS 14.8 16.4 B B 15.2 17.3 B B * 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop; CSS = Improvement #Intersection Traffic Control2 Existing (2022)EAP (2024) Delay1 Delay1 (secs.) Future Intersection Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a (secs.) Future Intersection Future Intersection Future Intersection BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 60 TABLE 5-2: PEAK HOUR OFF-RAMP QUEUING SUMMARY FOR EAP (2024) CONDITIONS 5.6 DEFICIENCIES AND IMPROVEMENTS Improvements needed to achieve acceptable LOS have been identified at intersections or off-ramps that are anticipated to operate at a deficient LOS under EAP (2024) traffic conditions. 5.6.1 IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS Improvement strategies have been recommended at intersections that have been identified as deficient under EAP (2024) traffic conditions, based on the City’s deficiency thresholds as discussed in Section 2.6 Deficiency Criteria, in an effort to achieve pre-project LOS. The effectiveness of the recommended improvement strategies to address EAP (2024) traffic deficiencies are presented in Table 5-3. Worksheets for EAP (2024) conditions, with improvements, HCM calculation worksheets are provided in Appendix 5.4. 5.6.2 IMPROVEMENTS TO ADDRESS DEFICIENCIES ON OFF-RAMP QUEUES As shown previously in Table 5-2, there are no movements that are anticipated to experience queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows for EAP (2024) traffic conditions. As such, no improvements have been identified. AM PM AM PM Cherry Av. & I-10 WB Ramps (#1)WBL 2,045 184 156 Yes Yes 192 162 Yes Yes WBR 350 799 2,3 442 3 Yes Yes 852 2,3 470 2,3 Yes Yes Cherry Av. & I-10 EB Ramps (#2)EBL 1,260 478 382 Yes Yes 555 2 412 Yes Yes EBT/R 1,260 513 2 368 Yes Yes 590 2 390 Yes Yes EBR 300 409 3 315 3 Yes Yes 472 3 344 3 Yes Yes 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I-10 Freeway mainline. Intersection Movement Available Stacking Distance (Feet) Existing (2022)EAP (2024) 95th Percentile Queue (Feet)Acceptable? 1 95th Percentile Queue (Feet)Acceptable? 1 AM Peak PM Peak AM Peak PM Peak 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 61 TABLE 5-3: INTERSECTION ANALYSIS FOR EAP (2024) CONDITIONS WITH IMPROVEMENTS Traffic Control 3 L T R L T R L T R L T R AM PM AM PM 3 Cherry Av. & Slover Av. Without Improvements:TS 1 3 0 2 3 1>2 2 0 2 2 1>54.4 52.3 D D With Improvements4:TS 1 3 0 2 3 1>2 2 0 2 2 1>49.6 45.8 D D 4 Redwood Av. & Slover Av. Without Improvements:CSS 0 1 0 0 1 0 1 2 0 1 2 0 14.0 31.4 B D With Improvements:TS 0 1 0 0 1 0 1 2 0 1 2 0 5.6 5.6 A A 6 Hemlock Av. & Slover Av. Without Improvements:CSS 0 1 0 0 1 0 1 2 0 1 2 0 23.4 77.3 C F With Improvements:TS 0 1 0 0 1 0 1 2 0 1 2 0 5.8 6.2 A A *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 3 CSS = Cross-street Stop; TS = Traffic Signal 4 Modify the traffic signal to implement lead-lag phasing for the NB/SB left turns, with the SB left turn running as lag. Intersection Approach Lanes1 Delay2 Level of Northbound Southbound Eastbound Westbound (secs.)Service When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; 1 = Improvement; > = Right-Turn Overlap Phasing Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 62 This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 63 6 OPENING YEAR CUMULATIVE (2024) TRAFFIC CONDITIONS This section discusses the methods used to develop Opening Year Cumulative (2024) Without and With Project traffic forecasts, and the resulting intersection operations, traffic signal warrant, and off- ramp queuing analyses. 6.1 ROADWAY IMPROVEMENTS The lane configurations and traffic controls assumed to be in place for Opening Year Cumulative (2024) traffic conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following: • Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Opening Year Cumulative conditions only (e.g., intersection and roadway improvements along the Project’s frontage and driveways). • Driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for Opening Year Cumulative conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages and driveways). 6.2 OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes plus an ambient growth factor of 4.04% plus traffic from pending and approved but not yet constructed known development projects in the area. The ADT and peak hour intersection turning movement volumes, in actual vehicles, which can be expected for Opening Year Cumulative (2024) Without Project conditions are shown on Exhibit 6-1. 6.3 OPENING YEAR CUMULATIVE (2024) WITH PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes, an ambient growth factor of 4.04%, traffic from pending and approved but not yet constructed known development projects in the area and the addition of Project traffic. The ADT and peak hour intersection turning movement volumes, in actual vehicles, which can be expected for Opening Year Cumulative (2024) With Project traffic conditions are shown on Exhibit 6-2. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 64 EXHIBIT 6-1: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 65 EXHIBIT 6-2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT TRAFFIC VOLUMES (ACTUAL VEHICLES) 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 66 6.4 INTERSECTION OPERATIONS ANALYSIS Opening Year Cumulative (2024) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection analysis results are summarized in Table 6-1, which indicates that the following study area intersections are anticipated to continue to operate at an unacceptable LOS during the peak hours under Opening Year Cumulative (2024) Without Project traffic conditions: • Cherry Avenue & I-10 EB Ramps (#2) – LOS D AM peak hour only • Cherry Avenue & Slover Avenue (#3) – LOS E AM and PM peak hours • Redwood Avenue & Slover Avenue (#4) – LOS F PM peak hour only • Hemlock Avenue & Slover Avenue (#6) – LOS D AM peak hour; LOS F PM peak hour The intersection operations analysis worksheets for Opening Year Cumulative (2024) Without Project traffic conditions are included in Appendix 6.1. As shown in Table 6-1, there are no additional study area intersections anticipated to operate at an unacceptable LOS with the addition of Project traffic under Opening Year Cumulative (2024) With Project traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative (2024) With Project traffic conditions are included in Appendix 6.2. 6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS Traffic signal warrants have been performed (based on CA MUTCD) for Opening Year Cumulative (2024) traffic conditions based on peak hour intersection turning movements volumes. The unsignalized study area intersection of Redwood Avenue & Slover Avenue (#4) is anticipated to meet a traffic signal warrant under Opening Year Cumulative (2024) Without Project traffic conditions, in addition to the intersection previously identified under EAP (2024) traffic conditions. Traffic signal warrant analysis worksheets for Opening Year Cumulative (2024) Without Project and With Project traffic conditions are provided in Appendices 6.3 and 6.4, respectively. 6.6 OFF-RAMP QUEUING ANALYSIS Queuing analysis findings for Opening Year Cumulative (2024) are presented in Table 6-3. As shown in Table 6-2, there are no movements that are anticipated to experience queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows under Opening Year Cumulative (2024) Without Project and With Project traffic conditions. Worksheets for Opening Year Cumulative (2024) Without Project and With Project traffic conditions off-ramp queuing analyses are provided Appendices 6.5 and 6.6, respectively. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 67 TABLE 6-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2024) CONDITIONS Level of Level of Service Service AM PM AM PM AM PM AM PM AM PM 1 Cherry Av. & I-10 WB Ramps TS 23.7 14.6 C B 23.8 14.6 C B 0.1 0.0 2 Cherry Av. & I-10 EB Ramps TS 42.4 27.1 D C 44.2 28.4 D C 1.8 1.3 3 Cherry Av. & Slover Av.TS 70.5 67.0 E E 80.8 76.2 F E 10.3 9.2 4 Redwood Av. & Slover Av.CSS 17.6 56.5 C F 18.5 63.6 C F 0.9 7.1 5 Live Oak Av. & Slover Av.TS 11.3 11.4 B B 11.3 11.4 B B 0.0 0.0 6 Hemlock Av. & Slover Av.CSS 26.0 >100.0 D F 30.6 >100.0 D F 4.6 >1.0 7 Hemlock Av. & Santa Ana Av.CSS 11.6 12.7 B B 12.6 14.3 B B 1.0 1.6 8 Hemlock Av. & Driveway 1 CSS 8.8 9.1 A A ---- 9 Hemlock Av. & Driveway 2 CSS 8.9 9.1 A A ---- 10 Beech Av. & Santa Ana Av.AWS 10.4 10.7 B B 10.8 11.2 B B 0.4 0.5 11 Beech Av. & Driveway 3 CSS 10.2 10.5 B B ---- 12 Beech Av. & Driveway 4 CSS 10.2 10.5 B B ---- 13 Elm Av. & Santa Ana Av.AWS 9.0 9.4 A A 9.2 9.7 A A 0.2 0.3 14 Poplar Av. & Santa Ana Av.AWS 10.1 11.6 B B 10.5 12.1 B B 0.4 0.5 15 Catawba Av. & Santa Ana Av.CSS 11.8 13.8 B B 12.3 14.6 B B 0.5 0.8 16 Citrus Av. & Santa Ana Av.TS 15.4 18.1 B B 15.6 18.8 B B 0.2 0.7 *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop; CSS = Improvement Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a Future Intersection Future Intersection Future Intersection Future Intersection Project-Related Increase in Delay Delay1 Delay1 (secs.)(secs.) #Intersection Traffic Control2 2024 Without Project 2024 With Project 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 68 TABLE 6-2: PEAK HOUR FREEWAY OFF-RAMP QUEUING SUMMARY FOR OPENING YEAR CUMULATIVE (2024) CONDITIONS 6.7 DEFICIENCIES AND IMPROVEMENTS Improvements needed to achieve acceptable LOS have been identified at intersections or off-ramps that are anticipated to operate at a deficient LOS under EAP (2024) traffic conditions. 6.7.1 IMPROVEMENTS TO ADDRESS DEFICIENCIES AT INTERSECTIONS Improvement strategies have been recommended at intersections that have been identified as deficient under Opening Year Cumulative (2024) traffic conditions, based on the City’s deficiency thresholds as discussed in Section 2.6 Deficiency Criteria, in an effort to achieve pre-project LOS. The effectiveness of the recommended improvement strategies to address Opening Year Cumulative (2024) traffic deficiencies are presented in Table 6-3. Worksheets for Opening Year Cumulative (2024) With Project conditions, with improvements, HCM calculation worksheets are provided in Appendix 6.7. It should be noted, the intersection of Cherry Avenue & I-10 EB Ramps (#2) is not anticipated to meet the City’s deficiency thresholds, nor is it considered deficient based on Caltrans’ LOS thresholds. As such, no improvements have been identified for this intersection. AM PM AM PM Cherry Av. & I-10 WB Ramps (#1)WBL 2,045 209 170 Yes Yes 209 170 Yes Yes WBR 350 887 2,3 480 3 Yes Yes 887 2,3 480 3 Yes Yes Cherry Av. & I-10 EB Ramps (#2)EBL 1,260 643 2 437 2 Yes Yes 666 2 475 2 Yes Yes EBT/R 1,260 662 2 446 2 Yes Yes 691 2 456 2 Yes Yes EBR 300 558 2,3 363 3 Yes Yes 581 2,3 376 3 Yes Yes 2 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 Although 95th percentile queue is anticipated to exceed the available storage for the turn lane, the adjacent through lane has sufficient storage to accommodate any spillover without spilling back and affecting the I-10 Freeway mainline. Intersection Movement Available Stacking Distance (Feet) 2024 Without Project 2024 With Project 95th Percentile Queue (Feet)Acceptable? 1 95th Percentile Queue (Feet)Acceptable? 1 AM Peak PM Peak AM Peak PM Peak 1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 15 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 69 TABLE 6-3: OPENING YEAR CUMULATIVE (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WITH IMPROVEMENTS 6.7.2 IMPROVEMENTS TO ADDRESS DEFICIENCIES ON OFF-RAMP QUEUES As shown previously in Table 6-2, there are no movements that are anticipated to experience queuing issues during the weekday AM or weekday PM peak 95th percentile traffic flows for Opening Year Cumulative (2024) traffic conditions. As such, no improvements have been identified. Traffic Control 3 L T R L T R L T R L T R AM PM AM PM 3 Cherry Av. & Slover Av. Without Improvements:TS 1 3 0 2 3 1>2 2 0 2 2 1>80.8 76.2 F E With Improvements4:TS 1 3 0 2 3 1>2 2 0 2 2 1>68.5 68.3 E E 4 Redwood Av. & Slover Av. Without Improvements:CSS 0 1 0 0 1 0 1 2 0 1 2 0 18.5 63.6 C F With Improvements:TS 0 1 0 0 1 0 1 2 0 1 2 0 8.2 7.5 A A 6 Hemlock Av. & Slover Av. Without Improvements:CSS 0 1 0 0 1 0 1 2 0 1 2 0 30.6 >100.0 D F With Improvements:TS 0 1 0 0 1 0 1 2 0 1 2 0 7.2 8.5 A A *BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 3 CSS = Cross-street Stop; TS = Traffic Signal 4 Modify the traffic signal to implement lead-lag phasing for the NB/SB left turns, with the SB left turn running as lag. When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; 1 = Improvement; > = Right-Turn Overlap Phasing Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. Intersection Approach Lanes1 Delay2 Level of Northbound Southbound Eastbound Westbound (secs.)Service 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 70 This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 71 7 LOCAL AND REGIONAL FUNDING MECHANISMS Transportation improvements within the City of Fontana are funded through a combination of direct project mitigation, development impact fee programs or fair share contributions, such as the City of Fontana DIF program. Identification and timing of needed improvements is generally determined through local jurisdictions based upon a variety of factors. 7.1 MEASURE “I” FUNDS In 2004, the voters of San Bernardino County approved the 30-year extension of Measure “I”, a one- half of one percent sales tax on retail transactions, through the year 2040, for transportation projects including, but not limited to, infrastructure improvements, commuter rail, public transit, and other identified improvements. The Measure “I” extension requires that a regional traffic impact fee be created to ensure development is paying its fair share. A regional Nexus study was prepared by SBCTA and concluded that each jurisdiction should include a regional fee component in their local programs in order to meet the Measure “I” requirement. The regional component assigns specific facilities and cost sharing formulas to each jurisdiction and was most recently updated in May 2018. Revenues collected through these programs are used in tandem with Measure “I” funds to deliver projects identified in the Nexus Study. While Measure “I” is a self-executing sales tax administered by SBCTA, it bears discussion here because the funds raised through Measure “I” have funded in the past and will continue to fund new transportation facilities in San Bernardino County, including within the City of Fontana. 7.2 CITY OF FONTANA DEVELOPMENT IMPACT FEE (DIF) The City of Fontana adopted the latest update to their DIF program in September 2021 (per Resolution No. 2021-094). Fees from new residential, commercial, and industrial development are collected to fund Measure “I” compliant regional facilities as well as local facilities. Under the City’s DIF program, the City may grant to developers a credit against specific components of fees when those developers construct certain facilities and landscaped medians identified in the list of improvements funded by the DIF program. After the City’s DIF fees are collected, they are placed in a separate restricted use account pursuant to the requirements of Government Code sections 66000 et seq. The timing to use the DIF fees is established through periodic capital improvement programs which are overseen by the City’s Engineering Department. Periodic traffic counts, review of traffic accidents, and a review of traffic trends throughout the City are also periodically performed by City staff and consultants. The City uses this data to determine the timing of the improvements listed in its facilities list. The City also uses this data to ensure that the improvements listed on the facilities list are constructed before the LOS falls below the LOS performance standards adopted by the City. In this way, the improvements are constructed before the LOS falls below the City’s LOS performance thresholds. The City’s DIF program establishes a timeline to fund, design, and build the improvements. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 72 7.3 FAIR SHARE CONTRIBUTION Project improvements may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair share contribution toward future improvements or a combination of these approaches. Improvements constructed by development may be eligible for a fee credit or reimbursement through the program where appropriate (to be determined at the City’s discretion). When off-site improvements are identified with a minor share of responsibility assigned to proposed development, the approving jurisdiction may elect to collect a fair share contribution or require the development to construct improvements. Detailed fair share calculations, for each peak hour, have been provided in Table 7-1 for the applicable deficient study area intersection and for each applicable phase. These fees are collected with the proceeds solely used as part of a funding mechanism aimed at ensuring that regional highways and arterial expansions keep pace with the projected population increases. TABLE 7-1: PROJECT FAIR SHARE CALCULATIONS 3 Cherry Av. & Slover Av. AM:3,459 53 3,912 453 11.7% PM:3,560 57 4,033 473 12.1% 4 Redwood Av. & Slover Av. AM:921 52 1,171 250 20.8% PM:1,254 57 1,531 277 20.6% 6 Hemlock Av. & Slover Av. AM:982 52 1,199 217 24.0% PM:1,538 57 1,786 248 23.0% 1 BOLD =Highest fair share percentage is highlighted. #Intersection Existing (2022)Project 2024 With Project Total New Traffic Project % of New Traffic1 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 73 8 VEHICLE MILES TRAVELED The California Environmental Quality Act (CEQA) requires all lead agencies to adopt VMT as the measure for identifying transportation impacts for land use projects. To comply with CEQA, the City of Fontana adopted their Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment (1). The City Guidelines documents the City’s VMT analysis methodology and adopted VMT impact thresholds. The VMT screening evaluation presented in this report has been developed based on these City Guidelines. 8.1 VMT SCREENING The City Guidelines describe certain conditions in which a proposed land development project is anticipated to result in a less than significant VMT impact, thereby eliminating the need to conduct a detailed VMT impact analysis. The screening steps described in the City Guidelines are listed below and a land use project needs only to satisfy one of the screening steps to result in a less than significant impact: • Step 1: Transit Priority Area (TPA) Screening • Step 2: Low VMT Area Screening • Step 3: Local Serving Project Type Screening • Step 4: Project net daily trips less than 500 Average Daily Trips (ADT) STEP 1: TPA SCREENING Consistent with guidance identified in the City Guidelines, projects located within a Transit Priority Area (TPA) (i.e., within ½ mile of an existing “major transit stop”1 or an existing stop along a “high- quality transit corridor”2) may be presumed to have a less than significant impact absent substantial evidence to the contrary. This presumption, however, may not be appropriate if a project: • Has a Floor Area Ratio (FAR) of less than 0.75; • Includes more parking for use by residents, customers, or employees of the project than required by the jurisdiction (if the jurisdiction requires the project to supply parking); • Is inconsistent with the applicable Sustainable Communities Strategy (as determined by the lead agency, with input from the Metropolitan Planning Organization); or • Replaces affordable residential units with a smaller number of moderate- or high-income residential units. 1 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”). 2 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”). 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 74 Based on the secondary criteria outlined in the City Guidelines, the Project does not meet the secondary criteria of having an FAR at or above 0.75, regardless of the Project being physically located in a TPA. TPA screening step is not met. STEP 2: LOW VMT AREA SCREENING City Guidelines state that projects located within a low VMT generating zone may be presumed to have a less than significant VMT impact absent substantial evidence to the contrary. City Guidelines identify VMT per service population as the appropriate VMT metric for land use projects and an impact threshold of “15% below the baseline County of San Bernardino per service population.”3 The San Bernardino Transportation Analysis Model (SBTAM) is used to measure VMT performance in individual TAZ’s within the region. The Project’s physical location was identified in the SBTAM model to determine the TAZ in which the Project will reside. The Project TAZ 53713102 is then calculated using Origin-Destination (OD) trip matrices to obtain total OD VMT and the resulting total OD VMT is divided by the Project TAZ’s service population. The Project TAZ 53713102 was found to have a VMT per service population of 71.3, which was compared to 15% below County of San Bernardino baseline or 28.3 VMT per service population4. The Project is not located within a low VMT generating zone. Low VMT Area screening step is not met. STEP 3: LOCAL SERVING PROJECT TYPE SCREENING City Guidelines state that local serving retail with buildings less than 50,000 square feet or other local serving essential services (e.g., day care centers, public schools, local parks, and other community institutions) are presumed to have a less than significant impact absent substantial evidence to the contrary. The proposed Project is not considered a local serving use based on the examples provided in the City Guidelines5. Local Serving Project Type screening step is not met. STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING City Guidelines identify projects that generate fewer than 500 average daily trips (ADT) as having a less than significant VMT impact. 3 City Guidelines; Page 16 4 33.3 Countywide baseline average VMT per service population * 0.85 = 28.3 VMT per service population. 5 City Guidelines; Page 13. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 75 CURRENTLY APPROVED SWIP The proposed Project is located in the SCD of the SWIP. As shown in Table 4-8, the proposed Project under the SWIP assumed land uses is anticipated to generate 2,966 two-way trips per day in actual vehicles. PROPOSED PROJECT As stated in Section 4.1 Project Trip Generation, the trip generation rates used for this assessment are based upon information collected by the ITE as provided in their Trip Generation Manual (11th Edition, 2021) for the proposed warehousing (ITE Land Use Code 150) and high-cube cold storage warehouse (ITE Land Use Code 157) uses (see Table 4-3). Based on the rates shown previously in Table 4-3, the proposed Project is anticipated to generate 1,598 two-way trips per day in actual vehicles (see Table 4-4). TRIP GENERATION COMPARISON As shown previously in Table 4-9, when comparing the Project trip generation to the estimated trip generation of the Project site using SCD assumed land uses, the proposed Project is expected to generate 1,368 fewer two-way trips per day in actual vehicles, resulting in a decrease in trips and associated vehicle miles, and therefore is below the 500 net ADT threshold by 1,868 trips. Project Net Daily Trips Less than 500 ADT screening step is met. The Project was found to meet the Project Net Daily Trips Less than 500 ADT screening step and therefore has a less than significant impact on VMT. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 76 This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 77 9 REFERENCES 1. City of Fontana Public Works Department. Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment. Fontana : s.n., October 21, 2020. 2. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA. State of California : s.n., December 2018. 3. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021. 4. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National Academy of Sciences, 2016. 5. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6). 6. RBF Consulting. SWIP Project Traffic Analysis. Fontana : s.n., 2011. 11115 Hemlock Avenue Traffic Analysis 15100-06 TA Report 78 This page intentionally left blank 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Traffic Impact Analysis -14-Al 2008 Preparation Guide Exhibit B SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY 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. Provide SP No. and list of other approved or active projects within the SP. 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 Provide General Plan Land Use Designation (e.g.: MDR, CR, etc) 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 pass-by trip discount is allowed for appropriate land uses per ITE trip generation handbook 3rd edition. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure. (Attach table for detailed trip generation) B.Trip Geographic Distribution:N % S % E % W % (attach exhibit for detailed assignment) C. Background Traffic Project Opening & Future Build-Out Year: Phase Year(s) _________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: Model/Forecast methodology April 20211.1-1 Traffic Impact Analysis -5-April 2021 Preparation Guide Exhibit B – Scoping Agreement – Page 2 D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.) 1. 2. 3. 4. 5. E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation anddistribution are determined, or comments from other agencies.) 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) (NOTE: If the traffic study states that “a traffic signal is warranted” (or “a traffic signal appears to be warranted,” orsimilar statement) at an existing unsignalized intersection under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection.) H.Existing Conditions Traffic count data must be new or recent. Provide traffic count dates if using other than new counts. Date of counts______________________________________________________________________ I.VMT Assessment Provide VMT screening/assessment per the latest TIA & VMT Guidelines. 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: 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. 1.1-2 15100-02 TA Sco p e December 23, 2022 Ms. Gia Kim City of Fontana 8353 Sierra Avenue Fontana, CA 92335 HEMLOCK AVENUE DEVELOPMENT TRAFFIC ANALSIS SCOPING AGREEMENT Ms. Gia Kim, The firm of Urban Crossroads, Inc. is pleased to submit this scoping letter regarding the traffic analysis for Hemlock Avenue Development (Project), which is located at 11115 Hemlock Avenue in the City of Fontana. Exhibit 1 depicts the location of the proposed Project in relation to the existing roadway network. Our goal is to obtain comments from City of Fontana staff, to ensure that the traffic assessment fully addresses the potential effects of the proposed Project. The remainder of this letter describes the draft proposed analysis methodology, project trip generation, trip distribution, and project traffic assignment/project trips on the surrounding roadway network, which have been used to establish the draft proposed project study area and analysis locations. The following scoping agreement has been prepared consistent with the City’s Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October 2020, referred to as City’s Guidelines). EXHIBIT 1: LOCATION MAP 1.1-3 Ms. Gia Kim City of Fontana December 23, 2022 Page 2 of 14 15100-02 TA Sco p e PROPOSED PROJECT It is our understanding that the Project consists of 40,000 square feet of office space, 726,826 square feet of warehouse area, and 115,000 square feet of mezzanine area for a total of 881,826 square foot warehouse building (see Exhibit 2). In an effort to conduct a conservative analysis, the trip generation assessment will evaluate 75% of the overall building square footage assuming general warehousing use and 25% as high-cube cold storage warehouse use. Access will be accommodated via two proposed driveways to the west on Hemlock Avenue and two driveways to the east on Beech Avenue. The two northerly driveways on Hemlock Avenue and Beech Avenue would serve truck traffic while the southerly driveways would serve passenger cars only. EXHIBIT 2: PRELIMINARY SITE PLAN 1.1-4 Ms. Gia Kim City of Fontana December 23, 2022 Page 3 of 14 15100-02 TA Sco p e TRIP GENERATION Trip generation represents the amount of traffic that is attracted and produced by a development and is based upon the specific land uses planned for a given project. EXISTING TRAFFIC The Project site is currently occupied by Modular Space Corporation (ModSpace) for light industrial uses that include: leasing, storage, and refurbishing of modular trailers, offices, and storage bins. The project site is developed with one building and three modular buildings, which total 11,590 square feet. In addition, the site contains stored modular units, scrap metal and recycling collection bins, parking lots, and storage areas. The project site ground surface is either paved with asphalt or gravel covered with limited areas of ornamental landscaping. The site is currently occupied and generating traffic. In an effort to understand the existing traffic associated with the current use, weekday traffic counts were collected at the driveways on October 18th and October 19th, 2022 (Tuesday and Wednesday). Although all 4 existing driveways were observed, only the southerly driveway on Hemlock Avenue was utilized (all other driveways were closed and remained closed). A summary of the count data collected is shown on Table A-1 of Attachment A for the uses on the existing site. Table A-1 provides a detailed summary of the counts collected each day. See Attachment A for driveway count data worksheets. Table 1 below summarizes the average existing trip generation based on the count data collected over two consecutive weekdays. The existing site currently generates an average of 62 two-way trips per day, with 7 AM peak hour trips and 5 PM peak hour trips. Trip generation for the existing use has been reflected in both actual vehicles and passenger car equivalent (PCE) on Table 1. PCE factors were applied to the trip generation rates for heavy trucks (large 2-axles, 3-axles, 4+-axles). PCEs allow the typical “real-world” mix of vehicle types to be represented as a single, standardized unit, such as the passenger car, to be used for the purposes of capacity and level of service analyses. The PCE factors are consistent with the recommended PCE factors in the City Guidelines and with those used for other projects within the City. The existing site generates a total of 78 PCE two-way trips per day with 13 AM PCE peak hour trips and 6 PM PCE peak hour trips (see also Table 1). 1.1-5 Ms. Gia Kim City of Fontana December 23, 2022 Page 4 of 14 15100-02 TA Sco p e TABLE 1: EXISTING TRIP GENERATION PROPOSED PROJECT The trip generation rates used for this assessment are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation Manual (11th Edition, 2021) for the proposed warehousing (ITE Land Use Code 150) and high-cube cold storage warehouse (ITE Land Use Code 157) uses (see Table 2). The following summarizes the proposed land use and vehicle mix: • ITE land use code 150 (Warehousing) has been used to derive site specific trip generation estimates for up to 661,370 square feet (75% of the overall building square footage). A warehouse is primarily devoted to the storage of materials but may also include office and maintenance areas. The vehicle mix has been obtained from the ITE’s latest Trip Generation Manual. The truck percentages were further broken down by axle type per the following South Coast Air Quality Management District (SCAQMD) recommended truck mix: 2-Axle = 16.7%; 3-Axle = 20.7%; 4+-Axle = 62.6%. • ITE land use code 157 (High-Cube Cold Storage Warehouse) has been used to derive site specific trip generation estimates for up to 220,456 square feet (25% of the overall building square footage). High-cube cold storage warehouses include warehouses characterized by the storage and/or consolidation of manufactured goods (and to a lesser extent, raw materials) prior to their distribution to retail locations or other warehouses. High-cube cold storage warehouses are facilities typified by temperature-controlled environments for frozen food or other perishable products. The High-Cube Cold Storage Warehouse vehicle mix (passenger cars versus trucks) has also been obtained from the ITE’s Trip Generation Manual. The truck percentages were further Land Use In Out Total In Out Total Daily Actual Vehicles: Passenger Cars: 3 0 3 1 3 4 49 2-axle Trucks: 1 1 2 1 0 1 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 1 1 2 0 0 0 3 Total Trucks:2 2 4 1 0 1 13 Total Trips 5 2 7 2 3 5 62 Passenger Car Equivalent (PCE): Passenger Cars: 3 0 3 1 3 4 49 2-axle Trucks (PCE = 2.0): 2 2 4 2 0 2 20 3-axle Trucks (PCE = 2.5): 0 0 0 0 0 0 0 4+-axle Trucks (PCE = 3.0): 3 3 6 0 0 0 9 Total Trucks (PCE):5 5 10 2 0 2 29 Total Trips (PCE)8 5 13 3 3 6 78 1 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-6 Ms. Gia Kim City of Fontana December 23, 2022 Page 5 of 14 15100-02 TA Sco p e broken down by axle type per the following SCAQMD recommended truck mix: 2-Axle = 34.7%; 3- Axle = 11.0%; 4+-Axle = 54.3%. TABLE 2: TRIP GENERATION RATES The trip generation summary illustrating daily, and peak hour trip generation estimates for the proposed Project in actual and passenger car equivalent (PCE) vehicles are shown on Table 3. As shown in Table 3, the proposed Project is anticipated to generate a total of 1,598 two-way trips per day with 137 AM peak hour trips and 145 PM peak hour trips (in actual vehicles). In comparison, the proposed Project is anticipated to generate a total of 2,554 PCE two-way trips per day with 170 PCE AM peak hour trips and 189 PCE PM peak hour trips (see Table 4). ITE LU AM Peak Hour PM Peak Hour Land Use1 Units2 Code In Out Total In Out Total Actual Vehicle Trip Generation Rates Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars (AM-88.2%, PM-83.3%, Daily-64.9%)0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (AM-1.97%, PM-2.79%, Daily-5.86%)0.002 0.001 0.003 0.003 0.002 0.005 0.100 3-Axle Trucks (AM-2.44%, PM-3.46%, Daily-7.27%)0.002 0.002 0.004 0.003 0.003 0.006 0.124 4+-Axle Trucks (AM-7.39%, PM-10.45%, Daily-21.97%)0.007 0.006 0.013 0.010 0.009 0.019 0.376 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars (AM-72.7%, PM-75.0%, Daily-64.6%)0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (AM-9.5%, PM-8.7%, Daily-12.3%)0.003 0.007 0.010 0.005 0.005 0.010 0.260 3-Axle Trucks (AM-3.0%, PM-2.8%, Daily-3.9%)0.001 0.002 0.003 0.002 0.001 0.003 0.083 4+-Axle Trucks (AM-14.8%, PM-13.6%, Daily-19.2%)0.005 0.011 0.016 0.008 0.008 0.016 0.407 Passenger Car Equivalent (PCE) Trip Generation Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710 Passenger Cars 0.120 0.030 0.150 0.034 0.116 0.150 1.110 2-Axle Trucks (PCE = 2.0)0.004 0.003 0.007 0.006 0.004 0.010 0.200 3-Axle Trucks (PCE = 2.5)0.005 0.005 0.010 0.008 0.008 0.016 0.311 4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars 0.076 0.004 0.080 0.019 0.071 0.090 1.370 2-Axle Trucks (PCE = 2.0)0.006 0.015 0.021 0.010 0.011 0.021 0.521 3-Axle Trucks (PCE = 2.5)0.003 0.006 0.008 0.005 0.003 0.008 0.206 4+-Axle Trucks (PCE = 3.0)0.015 0.034 0.049 0.024 0.025 0.049 1.222 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type. Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks. Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks. Daily 1.1-7 Ms. Gia Kim City of Fontana December 23, 2022 Page 6 of 14 15100-02 TA Sco p e TABLE 3: PROPOSED PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES) TABLE 4: PROPOSED PROJECT TRIP GENERATION SUMMARY (PCE) Land Use Quantity Units1 In Out Total In Out Total Daily Actual Vehicles: Warehousing 661.370 TSF Passenger Cars: 79 20 99 23 76 99 734 2-axle Trucks: 1 1 2 2 1 3 66 3-axle Trucks: 1 1 2 2 2 4 82 4+-axle Trucks: 5 4 9 7 6 13 248 Total Truck Trips (Actual Vehicles):7 6 13 11 9 20 396 Total Trips (Actual Vehicles)2 86 26 112 34 85 119 1,130 High-Cube Cold Storage 220.456 TSF Passenger Cars: 17 1 18 4 16 20 302 2-axle Trucks: 1 2 3 1 1 2 58 3-axle Trucks: 0 1 1 0 0 0 18 4+-axle Trucks: 1 2 3 2 2 4 90 Total Truck Trips (Actual Vehicles):2 5 7 3 3 6 166 Total Trips (Actual Vehicles)2 19 6 25 7 19 26 468 Passenger Cars 96 21 117 27 92 119 1,036 Trucks 9 11 20 14 12 26 562 Total Trips (Actual Vehicles)2 105 32 137 41 104 145 1,598 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour Land Use Quantity Units1 In Out Total In Out Total Daily Passenger Car Equivalent (PCE): Warehousing 661.370 TSF Passenger Cars: 79 20 99 23 76 99 734 2-axle Trucks: 3 2 5 4 3 7 134 3-axle Trucks: 3 4 7 5 5 10 206 4+-axle Trucks: 14 11 25 20 17 37 746 Total Truck Trips (PCE):20 17 37 29 25 54 1,086 Total Trips (PCE)2 99 37 136 52 101 153 1,820 High-Cube Cold Storage 220.456 TSF Passenger Cars: 17 1 18 4 16 20 302 2-axle Trucks: 1 3 4 2 2 4 116 3-axle Trucks: 1 1 2 1 1 2 46 4+-axle Trucks: 3 7 10 5 5 10 270 Total Truck Trips (PCE):5 11 16 8 8 16 432 Total Trips (PCE)2 22 12 34 12 24 36 734 Passenger Cars 96 21 117 27 92 119 1,036 Trucks 25 28 53 37 33 70 1,518 Total Trips (PCE)2 121 49 170 64 125 189 2,554 1 TSF = thousand square feet 2 Total Trips = Passenger Cars + Truck Trips. AM Peak Hour PM Peak Hour 1.1-8 Ms. Gia Kim City of Fontana December 23, 2022 Page 7 of 14 15100-02 TA Sco p e TRIP GENERATION COMPARISON Table 5 shows the trip generation comparison between the existing and proposed use. The resulting net new trips are identified on Table 5. As shown, the Project is anticipated to generate 2,476 more two-way trips per day with an increase of 157 AM peak hour trips and 183 PM peak hour trips (in PCE). Per the City Guidelines, the trip generation comparison is based on PCE as the existing and proposed uses are truck-intensive uses. Based on the anticipated net new trips, additional off-site intersection operations analysis is necessary based on the City Guidelines. TABLE 5: TRIP GENERATION COMPARISON PROJECT TRIP DISTRIBUTIONS The project trip distribution patterns for both passenger cars and trucks have been developed based on recent experience on other studies for similar land uses in the vicinity. Passenger car distribution patterns will be based on existing and planned land uses and roadway infrastructure in the area. Truck distribution patterns will be based on City truck routes, proximity to the freeway system, and the Project Applicant’s input on percentage of traffic oriented to the Port of Long Beach or other destination. As such, Project truck traffic is directed to Cherry Avenue and Citrus Avenue to the I-10 Freeway to the north and I-15 Freeway to the west via Jurupa Avenue. The passenger car and truck trip distributions are illustrated on Exhibits 3 and 4, respectively. Land Use In Out Total In Out Total Daily Proposed Project Passenger Cars: 96 21 117 27 92 119 1,036 Total Truck Trips (PCE): 25 28 53 37 33 70 1,518 Total Trips 121 49 170 64 125 189 2,554 Existing Passenger Cars: 3 0 3 1 3 4 49 Total Truck Trips (PCE): 5 5 10 2 0 2 29 Total Trips 8 5 13 3 3 6 78 Net Change Passenger Cars: 93 21 114 26 89 115 987 Total Truck Trips (PCE): 20 23 43 35 33 68 1,489 Total Trips 113 44 157 61 122 183 2,476 AM Peak Hour PM Peak Hour 1.1-9 Ms. Gia Kim City of Fontana December 23, 2022 Page 8 of 14 15100-02 TA Sco p e EXHIBIT 3: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION EXHIBIT 4: PROJECT (TRUCK) TRIP DISTRIBUTION 1.1-10 Ms. Gia Kim City of Fontana December 23, 2022 Page 9 of 14 15100-02 TA Sco p e STUDY AREA Consistent with City’s Guidelines, the study area limits have been set based upon a threshold of 50 peak hour project trips. In other words, the study area includes any intersection of Collector roadway or higher classification street with another Collector roadway or higher classification street, at which the proposed Project will add 50 or more peak hour trips. The proposed intersection analysis locations have been identified on Exhibit 4 (and also listed on Table 6). The study area intersections will be evaluated using the HCM 6th Edition methodology. EXHIBIT 4: STUDY AREA 1.1-11 Ms. Gia Kim City of Fontana December 23, 2022 Page 10 of 14 15100-02 TA Sco p e TABLE 6: LIST OF STUDY INTERSECTIONS ANALYSIS SCENARIOS The following analysis scenarios will be analyzed for this traffic study: • Existing (2022) Conditions • Existing plus Ambient Growth plus Project (2024) Conditions – includes existing plus ambient growth factor and project traffic with no cumulative development traffic. This scenario would be used to determine any off-site construct obligations for the project. • Opening Year Cumulative (2024) Without Project Conditions – includes existing plus ambient growth factor and traffic from other cumulative development projects. • Opening Year Cumulative (2024) With Project Conditions – includes project traffic to the Opening Year Cumulative (2024) Without Project volumes. This scenario would be used to determine any cumulative off-site deficiencies and improvement needs. EXISTING COUNT DATA Traffic counts (classified by vehicle type) will be conducted once the scoping agreement has been approved and data will be collected while local schools are in session and operating on a typical bell schedule. Time periods to be counted will be from 7:00-9:00 AM and 4:00-6:00 PM and will include pedestrian and bicycle counts at each analysis location. #Intersection 1 Cherry Av. & I-10 WB Ramps 2 Cherry Av. & I-10 EB Ramps 3 Cherry Av. & Slover Av. 4 Cherry Av. & Santa Ana Av. 5 Redwood Av. & Santa Ana Av. 6 Live Oak Av. & Santa Ana Av. 7 Hemlock Av. & Santa Ana Av. 8 Hemlock Av. & Driveway 1 9 Hemlock Av. & Driveway 2 10 Beech Av. & Santa Ana Av. 11 Beech Av. & Driveway 3 12 Beech Av. & Driveway 4 13 Elm Av. & Santa Ana Av. 14 Poplar Av. & Santa Ana Av. 15 Catawba Av. & Santa Ana Av. 16 Citrus Av. & Santa Ana Av. 1.1-12 Ms. Gia Kim City of Fontana December 23, 2022 Page 11 of 14 15100-02 TA Sco p e AMBIENT GROWTH RATE Consistent with other studies performed in the area, an ambient growth rate of 2.0% per year is proposed for the study area intersections to approximate background traffic growth not identified by nearby cumulative development projects. The rate will be compounded over a two- year period (i.e., 1.022 years = 1.0404 or 4.04% for 2024). LEVEL OF SERVICE (LOS) CRITERIA The City’s Guidelines establishes an LOS standard of LOS C for City intersections. However, in some instances maintaining the LOS C threshold within a built environment may require extensive roadway widening that could affect existing uses, property rights and substantial costs associated with implementing these improvements. In the event that the improvements required to maintain LOS C is determined to be infeasible, the City of Fontana recognizes that LOS D may be considered the worst acceptable level of service in urbanized areas of the City. DEFICIENCY CRITERIA For the intersections that lie within the City of Fontana, determination of whether the Project has an adverse effect on intersection operations will be based on a comparison of without and with project levels of service. A deficiency occurs if project traffic increases the average delay at an intersection by more than the thresholds identified on Table 7. The thresholds for LOS A, B, and C do not apply to projects consistent with the General Plan. The deficiency criteria will be applied to Opening Year Cumulative traffic conditions to determine off-site construct obligations and will recommend improvements needed to reduce delays to pre-project conditions (as applicable). TABLE 7: INTERSECTION DEFICIENCY CRITERIA Pre-Project LOS Deficiency Criteria1 LOS A/B 10.0 seconds LOS C 8.0 seconds LOS D 5.0 seconds LOS E 2.0 seconds LOS F 1.0 seconds 1 Increase in delay. 1.1-13 Ms. Gia Kim City of Fontana December 23, 2022 Page 12 of 14 15100-02 TA Sco p e SPECIAL ISSUES The following special issues will be addressed as part of the TA: • A truck turning template will be overlaid on the driveways anticipated to serve trucks (Driveway 1 & Driveway 3). • Traffic signal warrant analyses will be conducted for all unsignalized study area intersections (with full access) for all applicable analysis scenarios. • Evaluate the peak hour queuing at the Project driveways located along the Project frontages of Hemlock Avenue and Beech Avenue. • VMT assessment will be included with the Traffic Study. CUMULATIVE DEVELOPMENT PROJECTS A preliminary list of cumulative development projects is provided on Table 8 along with their locations on Exhibit 5. It is requested that the City provide updated/new cumulative project information for inclusion in the development of background traffic for the traffic study. EXHIBIT 5: CUMULATIVE DEVELOPMENT LOCATION MAP 1.1-14 Ms. Gia Kim City of Fontana December 23, 2022 Page 13 of 14 15100-02 TA Sco p e TABLE 8: CUMULATIVE DEVELOPMENT LAND USE SUMMARY #Land Use 1 Warehouse 355.370 TSF 2 Fontana Trailer Storage Yard Truck Trailer Storage Yard 17.4 AC 3 Warehouse 15.570 TSF 4 Warehouse 64.692 TSF 5 Warehouse 174.280 TSF 6 Warehouse 174.000 TSF 7 Warehouse 85.730 TSF 8 MCN No. 19-040 Warehouse 106.500 TSF 9 MCN No. 21-074 Warehouse 42.000 TSF 10 TPM No. 20236 (MCN No. 20-040)Warehouse (2 Buildings)158.223 TSF 11 MCN No. 19-094 Warehouse 192.000 TSF 12 MCN No. 19-057 Warehouse 146.800 TSF 13 Slover and Redwood Industrial Truck Trailer Storage Yard 5.1 AC 14 14801 Slover Avenue Warehouse Warehouse 308.211 TSF 15 MCN No. 21-049 Warehouse 210.400 TSF 16 Banana and Santa Ana Warehouse Warehouse 299.041 TSF 17 Chaffey College - Fontana Junior/Community College 854 STU Warehouse 362.416 TSF High-Cube Cold Storage Warehouse 90.604 TSF 19 Fontana Foothills High-Cube Warehouse / Distribution Center 754.408 TSF High-Cube Warehouse (Cold Storage)20.421 TSF Warehousing 115.719 TSF 21 La Quinta Inn Hotel 104 Room 22 Townplace Suites Hotel 116 Room 23 Citrus / Slover Warehouse (SEC of Citru Warehousing 194.212 TSF High-Cube Warehouse (Cold Storage)156.365 TSF High-Cube Fulfillment Center 469.095 TSF 25 Slover Avenue Office/Warehouse Warehouse 41.000 TSF 26 Sierra Business Center High-Cube Warehouse Fulfillment Center 707.735 TSF 27 Affordable Housing Project Affordable Homes 130 DU 1 TSF = Thousand Square Feet; AC = Acres; DU = Dwelling Units; STU = Students 24 Cypress and Slover Warehouse Cherry Av. Warehouse Beech & Santa Ana Warehouse Banana & Rose 18 GLC Fontana III 20 Slover Industrial Center Project Quantity1 Fontana Corporate Center MG Home International Warehouse Calabash Industrial Building 1.1-15 Ms. Gia Kim City of Fontana December 23, 2022 Page 14 of 14 15100-02 TA Sco p e If you have any questions or comments, I can be reached at cso@urbanxroads.com. Respectfully submitted, URBAN CROSSROADS, INC. Charlene So, PE Principal 1.1-16 15100-02 TA Sco p e ATTACHMENT A: DRIVEWAY COUNTS 1.1-17 15100-02 TA Sco p e TABLE A-1: SUMMARY OF DRIVEWAY COUNTS Land Use In Out Total In Out Total Daily October 18, 2022 - Tuesday Passenger Cars: 1 0 1 1 2 3 47 2-axle Trucks: 0 0 0 1 0 1 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 1 0 1 0 0 0 4 Total Truck Trips: 1 0 1 1 0 1 14 Day 1 Total Trips1 2 0 2 2 2 4 61 October 19, 2022 - Wednesday Passenger Cars: 4 0 4 1 3 4 50 2-axle Trucks: 1 1 2 0 0 0 10 3-axle Trucks: 0 0 0 0 0 0 0 4+-axle Trucks: 0 1 1 0 0 0 1 Total Truck Trips: 1 2 3 0 0 0 11 Day 2 Total Trips1 5 2 7 1 3 4 61 1 Total Trips = Passenger Cars + Total Truck Trips. 2 Trip generation represents the sum of all driveways, by day. AM Peak Hour PM Peak Hour 1.1-18 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total 0:0000000 0:0000000 0:1500000 0:1500000 0:3000000 0:3000000 0:4500000 0:4500000 1:0000000 1:0000000 1:1500000 1:1500000 1:3000000 1:3000000 1:4500000 1:4500000 2:0000000 2:0000000 2:1500000 2:1500000 2:3000000 2:3000000 2:4500000 2:4500000 3:0000000 3:0000000 3:1500000 3:1500000 3:3001001 3:3000000 3:4501001 3:4500011 4:0000000 4:0000011 4:1500000 4:1500000 4:3000000 4:3000000 4:4500000 4:4500000 5:0040004 5:0000000 5:1510001 5:1520002 5:3020002 5:3010001 5:4520002 5:4500000 6:0020002 6:0000000 6:1540004 6:1500000 6:3000000 6:3010001 6:4500000 6:4500011 7:0010001 7:0000000 7:1500000 7:1510001 7:3000000 7:3000000 7:4500000 7:4500000 8:0000000 8:0000000 8:1500000 8:1500000 8:3010012 8:3000000 8:4500000 8:4500000 9:0001001 9:0001001 9:1500000 9:1501001 9:3000000 9:3000000 9:4501001 9:4500000 10:0000000 10:0001001 10:1500000 10:1500000 10:3000000 10:3000000 10:4510001 10:4510001 11:0000000 11:0000000 11:1500000 11:1500000 11:3001001 11:3000000 11:4500000 11:4521003 Exiting Tuesday, October 18, 2022 Fontana 11115 Hemlock Avenue Classified Driveway Counts Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62681.1-19 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Exiting Tuesday, October 18, 2022 Fontana 11115 Hemlock Avenue Classified Driveway Counts Entering 12:0010001 12:0010001 12:1500000 12:1500000 12:3000000 12:3000000 12:4510001 12:4500000 13:0000000 13:0010001 13:1500000 13:1500000 13:3000000 13:3000000 13:4500000 13:4500000 14:0000000 14:0000000 14:1500000 14:1500000 14:3000000 14:3000000 14:4500000 14:4500000 15:0000000 15:0070007 15:1510001 15:1510001 15:3000000 15:3010001 15:4500000 15:4500000 16:0011002 16:0000000 16:1500000 16:1520002 16:3000000 16:3000000 16:4500000 16:4500000 17:0000000 17:0000000 17:1500000 17:1500000 17:3000000 17:3000000 17:4500000 17:4500000 18:0000000 18:0000000 18:1500000 18:1500000 18:3000000 18:3000000 18:4500000 18:4500000 19:0000000 19:0000000 19:1500000 19:1500000 19:3000000 19:3000000 19:4500000 19:4500000 20:0000000 20:0000000 20:1500000 20:1500000 20:3000000 20:3000000 20:4500000 20:4500000 21:0000000 21:0000000 21:1500000 21:1500000 21:3000000 21:3010001 21:4510001 21:4510001 22:0010001 22:0000000 22:1500000 22:1500000 22:3000000 22:3000000 22:4500000 22:4500000 23:0000000 23:0000000 23:1500000 23:1500000 23:3000000 23:3000000 23:4500000 23:4500000 TOTAL2460131 2340330 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62681.1-20 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total 0:0000000 0:0000000 0:1500000 0:1500000 0:3000000 0:3000000 0:4500000 0:4500000 1:0000000 1:0000000 1:1500000 1:1500000 1:3000000 1:3000000 1:4500000 1:4500000 2:0000000 2:0000000 2:1500000 2:1500000 2:3000000 2:3000000 2:4500000 2:4500000 3:0000000 3:0000000 3:1500000 3:1500000 3:3000000 3:3000000 3:4500000 3:4500000 4:0000000 4:0000000 4:1500000 4:1500000 4:3000000 4:3000000 4:4510001 4:4500000 5:0010001 5:0000000 5:1510001 5:1500000 5:3020002 5:3030003 5:4500000 5:4500000 6:0050005 6:0000000 6:1520002 6:1500000 6:3000000 6:3000000 6:4500000 6:4500000 7:0010001 7:0000000 7:1521003 7:1500000 7:3000000 7:3000000 7:4520002 7:4500000 8:0000000 8:0001012 8:1510001 8:1500000 8:3000000 8:3000000 8:4500000 8:4500000 9:0010001 9:0000000 9:1502002 9:1521003 9:3000000 9:3000000 9:4500000 9:4500000 10:0000000 10:0000000 10:1500000 10:1501001 10:3000000 10:3000000 10:4500000 10:4500000 11:0000000 11:0000000 11:1500000 11:1500000 11:3000000 11:3010001 11:4500000 11:4500000 Exiting Fontana 11115 Hemlock Avenue Wednesday, October 19, 2022 Classified Driveway Counts Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62681.1-21 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Exiting Fontana 11115 Hemlock Avenue Wednesday, October 19, 2022 Classified Driveway Counts Entering 12:0012003 12:0000000 12:1500000 12:1500000 12:3000000 12:3000000 12:4510001 12:4501001 13:0000000 13:0011002 13:1510001 13:1500000 13:3000000 13:3000000 13:4500000 13:4500000 14:0000000 14:0010001 14:1500000 14:1510001 14:3000000 14:3000000 14:4500000 14:4500000 15:0000000 15:0070007 15:1510001 15:1540004 15:3000000 15:3000000 15:4500000 15:4510001 16:0010001 16:0000000 16:1500000 16:1510001 16:3000000 16:3010001 16:4500000 16:4510001 17:0000000 17:0000000 17:1500000 17:1500000 17:3000000 17:3000000 17:4500000 17:4500000 18:0000000 18:0000000 18:1500000 18:1500000 18:3000000 18:3000000 18:4500000 18:4500000 19:0000000 19:0000000 19:1500000 19:1500000 19:3000000 19:3000000 19:4500000 19:4500000 20:0000000 20:0000000 20:1500000 20:1500000 20:3000000 20:3000000 20:4500000 20:4500000 21:0000000 21:0000000 21:1500000 21:1500000 21:3010001 21:3010001 21:4500000 21:4500000 22:0000000 22:0000000 22:1500000 22:1500000 22:3000000 22:3000000 22:4500000 22:4500000 23:0000000 23:0000000 23:1500000 23:1500000 23:3000000 23:3000000 23:4500000 23:4500000 TOTAL2550030 2550131 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62681.1-22 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 1.2: SITE ADJACENT QUEUING WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Queuing and Blocking Report Hemlock Avenue Development (JN 15100) EAP (2024) Conditions With Improvements - AM Peak Hour 02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 8: Hemlock Av. & Driveway 1 Movement WB SB Directions Served LR LT Maximum Queue (ft)30 6 Average Queue (ft)9 1 95th Queue (ft)32 10 Link Distance (ft)455 840 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Hemlock Av. & Driveway 2 Movement WB SB Directions Served LR LT Maximum Queue (ft)22 6 Average Queue (ft)10 1 95th Queue (ft)33 11 Link Distance (ft)461 904 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Beech Av. & Driveway 3 Movement EB Directions Served LR Maximum Queue (ft)23 Average Queue (ft)6 95th Queue (ft)26 Link Distance (ft)573 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-1 Queuing and Blocking Report Hemlock Avenue Development (JN 15100) EAP (2024) Conditions With Improvements - AM Peak Hour 02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 12: Beech Av. & Driveway 4 Movement EB Directions Served LR Maximum Queue (ft)15 Average Queue (ft)9 95th Queue (ft)32 Link Distance (ft)478 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 1.2-2 Queuing and Blocking Report Hemlock Avenue Development (JN 15100) EAP (2024) Conditions With Improvements - PM Peak Hour 02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 8: Hemlock Av. & Driveway 1 Movement WB SB Directions Served LR LT Maximum Queue (ft)31 23 Average Queue (ft)10 1 95th Queue (ft)33 9 Link Distance (ft)455 840 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 9: Hemlock Av. & Driveway 2 Movement WB SB Directions Served LR LT Maximum Queue (ft)42 8 Average Queue (ft)24 1 95th Queue (ft)46 7 Link Distance (ft)461 904 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 11: Beech Av. & Driveway 3 Movement EB NB Directions Served LR LT Maximum Queue (ft)31 23 Average Queue (ft)15 1 95th Queue (ft)40 10 Link Distance (ft)573 884 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) 1.2-3 Queuing and Blocking Report Hemlock Avenue Development (JN 15100) EAP (2024) Conditions With Improvements - PM Peak Hour 02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour SimTraffic Report Urban Crossroads, Inc.Page 2 Intersection: 12: Beech Av. & Driveway 4 Movement EB NB Directions Served LR LT Maximum Queue (ft)48 8 Average Queue (ft)23 1 95th Queue (ft)46 7 Link Distance (ft)478 538 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 1.2-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 3.1: EXISTING TRAFFIC COUNTS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 291 291 118 116 53 234 211 79 0 290 53 815 868 07:15 AM 0 295 295 160 119 38 279 234 97 0 331 38 905 943 07:30 AM 0 334 334 121 132 38 253 254 98 0 352 38 939 977 07:45 AM 0 360 360 125 155 25 280 292 105 0 397 25 1037 1062 Total 0 1280 1280 524 522 154 1046 991 379 0 1370 154 3696 3850 08:00 AM 0 367 367 125 126 30 251 194 65 0 259 30 877 907 08:15 AM 0 392 392 116 135 32 251 210 79 0 289 32 932 964 08:30 AM 0 313 313 99 130 28 229 229 63 0 292 28 834 862 08:45 AM 1 280 281 85 113 37 198 185 85 0 270 37 749 786 Total 1 1352 1353 425 504 127 929 818 292 0 1110 127 3392 3519 Grand Total 1 2632 2633 949 1026 281 1975 1809 671 0 2480 281 7088 7369 Apprch %0 100 48.1 51.9 72.9 27.1 Total %0 37.1 37.1 13.4 14.5 27.9 25.5 9.5 35 3.8 96.2 Passenger Vehicles 1 2038 2039 795 822 1842 1505 499 2004 0 0 5885 % Passenger Vehicles 100 77.4 77.4 83.8 80.1 80.1 81.6 83.2 74.4 0 80.8 0 0 79.9 Large 2 Axle Vehicles 0 144 144 47 50 104 111 34 145 0 0 393 % Large 2 Axle Vehicles 0 5.5 5.5 5 4.9 2.5 4.6 6.1 5.1 0 5.8 0 0 5.3 3 Axle Vehicles 0 167 167 32 57 105 78 14 92 0 0 364 % 3 Axle Vehicles 0 6.3 6.3 3.4 5.6 5.7 4.7 4.3 2.1 0 3.7 0 0 4.9 4+ Axle Trucks 0 283 283 75 97 205 115 124 239 0 0 727 % 4+ Axle Trucks 0 10.8 10.7 7.9 9.5 11.7 9.1 6.4 18.5 0 9.6 0 0 9.9 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 0 334 334 121 132 253 254 98 352 939 07:45 AM 0 360 360 125 155 280 292 105 397 1037 08:00 AM 0 367 367 125 126 251 194 65 259 877 08:15 AM 0 392 392 116 135 251 210 79 289 932 Total Volume 0 1453 1453 487 548 1035 950 347 1297 3785 % App. Total 0 100 47.1 52.9 73.2 26.8 PHF .000 .927 .927 .974 .884 .924 .813 .826 .817 .912 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-1 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 1453 Left 0 InOut Total 1498 1453 2951 Right548 Left487 OutTotalIn347 1035 1382 Thru 950 Right 347 Out TotalIn 1940 1297 3237 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 07:00 AM +0 mins.0 334 334 160 119 279 211 79 290 +15 mins.0 360 360 121 132 253 234 97 331 +30 mins.0 367 367 125 155 280 254 98 352 +45 mins.0 392 392 125 126 251 292 105 397 Total Volume 0 1453 1453 531 532 1063 991 379 1370 % App. Total 0 100 50 50 72.3 27.7 PHF .000 .927 .927 .830 .858 .949 .848 .902 .863 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-2 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 225 225 102 97 43 199 172 53 0 225 43 649 692 07:15 AM 0 227 227 146 98 33 244 196 71 0 267 33 738 771 07:30 AM 0 268 268 107 110 29 217 223 79 0 302 29 787 816 07:45 AM 0 288 288 106 131 19 237 248 84 0 332 19 857 876 Total 0 1008 1008 461 436 124 897 839 287 0 1126 124 3031 3155 08:00 AM 0 277 277 107 96 21 203 160 55 0 215 21 695 716 08:15 AM 0 312 312 90 106 26 196 170 54 0 224 26 732 758 08:30 AM 0 239 239 68 100 23 168 196 41 0 237 23 644 667 08:45 AM 1 202 203 69 84 31 153 140 62 0 202 31 558 589 Total 1 1030 1031 334 386 101 720 666 212 0 878 101 2629 2730 Grand Total 1 2038 2039 795 822 225 1617 1505 499 0 2004 225 5660 5885 Apprch %0 100 49.2 50.8 75.1 24.9 Total %0 36 36 14 14.5 28.6 26.6 8.8 35.4 3.8 96.2 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 0 268 268 107 110 217 223 79 302 787 07:45 AM 0 288 288 106 131 237 248 84 332 857 08:00 AM 0 277 277 107 96 203 160 55 215 695 08:15 AM 0 312 312 90 106 196 170 54 224 732 Total Volume 0 1145 1145 410 443 853 801 272 1073 3071 % App. Total 0 100 48.1 51.9 74.7 25.3 PHF .000 .917 .917 .958 .845 .900 .807 .810 .808 .896 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-3 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 1145 Left 0 InOut Total 1244 1145 2389 Right443 Left410 OutTotalIn272 853 1125 Thru 801 Right 272 Out TotalIn 1555 1073 2628 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 +0 mins.0 268 268 107 110 217 223 79 302 +15 mins.0 288 288 106 131 237 248 84 332 +30 mins.0 277 277 107 96 203 160 55 215 +45 mins.0 312 312 90 106 196 170 54 224 Total Volume 0 1145 1145 410 443 853 801 272 1073 % App. Total 0 100 48.1 51.9 74.7 25.3 PHF .000 .917 .917 .958 .845 .900 .807 .810 .808 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-4 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 14 14 3 6 0 9 23 8 0 31 0 54 54 07:15 AM 0 22 22 3 4 1 7 10 2 0 12 1 41 42 07:30 AM 0 20 20 4 4 2 8 9 2 0 11 2 39 41 07:45 AM 0 20 20 9 5 1 14 17 7 0 24 1 58 59 Total 0 76 76 19 19 4 38 59 19 0 78 4 192 196 08:00 AM 0 21 21 5 10 2 15 11 1 0 12 2 48 50 08:15 AM 0 17 17 9 7 0 16 14 3 0 17 0 50 50 08:30 AM 0 13 13 10 4 0 14 9 3 0 12 0 39 39 08:45 AM 0 17 17 4 10 1 14 18 8 0 26 1 57 58 Total 0 68 68 28 31 3 59 52 15 0 67 3 194 197 Grand Total 0 144 144 47 50 7 97 111 34 0 145 7 386 393 Apprch %0 100 48.5 51.5 76.6 23.4 Total %0 37.3 37.3 12.2 13 25.1 28.8 8.8 37.6 1.8 98.2 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 20 20 4 4 8 9 2 11 39 07:45 AM 0 20 20 9 5 14 17 7 24 58 08:00 AM 0 21 21 5 10 15 11 1 12 48 08:15 AM 0 17 17 9 7 16 14 3 17 50 Total Volume 0 78 78 27 26 53 51 13 64 195 % App. Total 0 100 50.9 49.1 79.7 20.3 PHF .000 .929 .929 .750 .650 .828 .750 .464 .667 .841 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-5 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 78 Left 0 InOut Total 77 78 155 Right26 Left27 OutTotalIn13 53 66 Thru 51 Right 13 Out TotalIn 105 64 169 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 +0 mins.0 20 20 4 4 8 9 2 11 +15 mins.0 20 20 9 5 14 17 7 24 +30 mins.0 21 21 5 10 15 11 1 12 +45 mins.0 17 17 9 7 16 14 3 17 Total Volume 0 78 78 27 26 53 51 13 64 % App. Total 0 100 50.9 49.1 79.7 20.3 PHF .000 .929 .929 .750 .650 .828 .750 .464 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-6 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 21 21 4 5 4 9 8 1 0 9 4 39 43 07:15 AM 0 15 15 3 6 1 9 13 1 0 14 1 38 39 07:30 AM 0 11 11 4 7 3 11 8 4 0 12 3 34 37 07:45 AM 0 17 17 2 11 4 13 11 2 0 13 4 43 47 Total 0 64 64 13 29 12 42 40 8 0 48 12 154 166 08:00 AM 0 30 30 5 6 0 11 9 1 0 10 0 51 51 08:15 AM 0 22 22 5 9 2 14 13 2 0 15 2 51 53 08:30 AM 0 20 20 4 8 2 12 8 3 0 11 2 43 45 08:45 AM 0 31 31 5 5 0 10 8 0 0 8 0 49 49 Total 0 103 103 19 28 4 47 38 6 0 44 4 194 198 Grand Total 0 167 167 32 57 16 89 78 14 0 92 16 348 364 Apprch %0 100 36 64 84.8 15.2 Total %0 48 48 9.2 16.4 25.6 22.4 4 26.4 4.4 95.6 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 11 11 4 7 11 8 4 12 34 07:45 AM 0 17 17 2 11 13 11 2 13 43 08:00 AM 0 30 30 5 6 11 9 1 10 51 08:15 AM 0 22 22 5 9 14 13 2 15 51 Total Volume 0 80 80 16 33 49 41 9 50 179 % App. Total 0 100 32.7 67.3 82 18 PHF .000 .667 .667 .800 .750 .875 .788 .563 .833 .877 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-7 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 80 Left 0 InOut Total 74 80 154 Right33 Left16 OutTotalIn9 49 58 Thru 41 Right 9 Out TotalIn 96 50 146 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 +0 mins.0 11 11 4 7 11 8 4 12 +15 mins.0 17 17 2 11 13 11 2 13 +30 mins.0 30 30 5 6 11 9 1 10 +45 mins.0 22 22 5 9 14 13 2 15 Total Volume 0 80 80 16 33 49 41 9 50 % App. Total 0 100 32.7 67.3 82 18 PHF .000 .667 .667 .800 .750 .875 .788 .563 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-8 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 31 31 9 8 6 17 8 17 0 25 6 73 79 07:15 AM 0 31 31 8 11 3 19 15 23 0 38 3 88 91 07:30 AM 0 35 35 6 11 4 17 14 13 0 27 4 79 83 07:45 AM 0 35 35 8 8 1 16 16 12 0 28 1 79 80 Total 0 132 132 31 38 14 69 53 65 0 118 14 319 333 08:00 AM 0 39 39 8 14 7 22 14 8 0 22 7 83 90 08:15 AM 0 41 41 12 13 4 25 13 20 0 33 4 99 103 08:30 AM 0 41 41 17 18 3 35 16 16 0 32 3 108 111 08:45 AM 0 30 30 7 14 5 21 19 15 0 34 5 85 90 Total 0 151 151 44 59 19 103 62 59 0 121 19 375 394 Grand Total 0 283 283 75 97 33 172 115 124 0 239 33 694 727 Apprch %0 100 43.6 56.4 48.1 51.9 Total %0 40.8 40.8 10.8 14 24.8 16.6 17.9 34.4 4.5 95.5 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 35 35 6 11 17 14 13 27 79 07:45 AM 0 35 35 8 8 16 16 12 28 79 08:00 AM 0 39 39 8 14 22 14 8 22 83 08:15 AM 0 41 41 12 13 25 13 20 33 99 Total Volume 0 150 150 34 46 80 57 53 110 340 % App. Total 0 100 42.5 57.5 51.8 48.2 PHF .000 .915 .915 .708 .821 .800 .891 .663 .833 .859 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-9 File Name : 01_FON_Cher_10W AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 150 Left 0 InOut Total 103 150 253 Right46 Left34 OutTotalIn53 80 133 Thru 57 Right 53 Out TotalIn 184 110 294 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 +0 mins.0 35 35 6 11 17 14 13 27 +15 mins.0 35 35 8 8 16 16 12 28 +30 mins.0 39 39 8 14 22 14 8 22 +45 mins.0 41 41 12 13 25 13 20 33 Total Volume 0 150 150 34 46 80 57 53 110 % App. Total 0 100 42.5 57.5 51.8 48.2 PHF .000 .915 .915 .708 .821 .800 .891 .663 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-10 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 392 392 100 93 1 193 284 57 0 341 1 926 927 04:15 PM 0 333 333 91 98 7 189 272 52 0 324 7 846 853 04:30 PM 0 384 384 88 108 12 196 284 67 0 351 12 931 943 04:45 PM 0 374 374 111 98 11 209 283 71 0 354 11 937 948 Total 0 1483 1483 390 397 31 787 1123 247 0 1370 31 3640 3671 05:00 PM 0 378 378 110 92 3 202 292 69 0 361 3 941 944 05:15 PM 0 338 338 92 87 4 179 244 68 0 312 4 829 833 05:30 PM 0 334 334 88 90 8 178 307 58 0 365 8 877 885 05:45 PM 0 262 262 100 94 12 194 219 73 0 292 12 748 760 Total 0 1312 1312 390 363 27 753 1062 268 0 1330 27 3395 3422 Grand Total 0 2795 2795 780 760 58 1540 2185 515 0 2700 58 7035 7093 Apprch %0 100 50.6 49.4 80.9 19.1 Total %0 39.7 39.7 11.1 10.8 21.9 31.1 7.3 38.4 0.8 99.2 Passenger Vehicles 0 2418 2418 628 603 1283 1936 431 2367 0 0 6068 % Passenger Vehicles 0 86.5 86.5 80.5 79.3 89.7 80.3 88.6 83.7 0 87.7 0 0 85.5 Large 2 Axle Vehicles 0 61 61 21 31 56 65 15 80 0 0 197 % Large 2 Axle Vehicles 0 2.2 2.2 2.7 4.1 6.9 3.5 3 2.9 0 3 0 0 2.8 3 Axle Vehicles 0 123 123 55 29 85 88 11 99 0 0 307 % 3 Axle Vehicles 0 4.4 4.4 7.1 3.8 1.7 5.3 4 2.1 0 3.7 0 0 4.3 4+ Axle Trucks 0 193 193 76 97 174 96 58 154 0 0 521 % 4+ Axle Trucks 0 6.9 6.9 9.7 12.8 1.7 10.9 4.4 11.3 0 5.7 0 0 7.3 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total 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 04:15 PM 04:15 PM 0 333 333 91 98 189 272 52 324 846 04:30 PM 0 384 384 88 108 196 284 67 351 931 04:45 PM 0 374 374 111 98 209 283 71 354 937 05:00 PM 0 378 378 110 92 202 292 69 361 941 Total Volume 0 1469 1469 400 396 796 1131 259 1390 3655 % App. Total 0 100 50.3 49.7 81.4 18.6 PHF .000 .956 .956 .901 .917 .952 .968 .912 .963 .971 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-11 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 1469 Left 0 InOut Total 1527 1469 2996 Right396 Left400 OutTotalIn259 796 1055 Thru 1131 Right 259 Out TotalIn 1869 1390 3259 Peak Hour Begins at 04:15 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 04:45 PM +0 mins.0 392 392 91 98 189 283 71 354 +15 mins.0 333 333 88 108 196 292 69 361 +30 mins.0 384 384 111 98 209 244 68 312 +45 mins.0 374 374 110 92 202 307 58 365 Total Volume 0 1483 1483 400 396 796 1126 266 1392 % App. Total 0 100 50.3 49.7 80.9 19.1 PHF .000 .946 .946 .901 .917 .952 .917 .937 .953 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-12 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 345 345 80 78 1 158 240 46 0 286 1 789 790 04:15 PM 0 286 286 72 72 4 144 235 43 0 278 4 708 712 04:30 PM 0 323 323 75 91 11 166 251 54 0 305 11 794 805 04:45 PM 0 331 331 92 79 11 171 247 59 0 306 11 808 819 Total 0 1285 1285 319 320 27 639 973 202 0 1175 27 3099 3126 05:00 PM 0 321 321 85 66 3 151 271 61 0 332 3 804 807 05:15 PM 0 289 289 74 71 3 145 219 60 0 279 3 713 716 05:30 PM 0 294 294 69 66 7 135 278 48 0 326 7 755 762 05:45 PM 0 229 229 81 80 12 161 195 60 0 255 12 645 657 Total 0 1133 1133 309 283 25 592 963 229 0 1192 25 2917 2942 Grand Total 0 2418 2418 628 603 52 1231 1936 431 0 2367 52 6016 6068 Apprch %0 100 51 49 81.8 18.2 Total %0 40.2 40.2 10.4 10 20.5 32.2 7.2 39.3 0.9 99.1 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 286 286 72 72 144 235 43 278 708 04:30 PM 0 323 323 75 91 166 251 54 305 794 04:45 PM 0 331 331 92 79 171 247 59 306 808 05:00 PM 0 321 321 85 66 151 271 61 332 804 Total Volume 0 1261 1261 324 308 632 1004 217 1221 3114 % App. Total 0 100 51.3 48.7 82.2 17.8 PHF .000 .952 .952 .880 .846 .924 .926 .889 .919 .963 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-13 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 1261 Left 0 InOut Total 1312 1261 2573 Right308 Left324 OutTotalIn217 632 849 Thru 1004 Right 217 Out TotalIn 1585 1221 2806 Peak Hour Begins at 04:15 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM +0 mins.0 286 286 72 72 144 235 43 278 +15 mins.0 323 323 75 91 166 251 54 305 +30 mins.0 331 331 92 79 171 247 59 306 +45 mins.0 321 321 85 66 151 271 61 332 Total Volume 0 1261 1261 324 308 632 1004 217 1221 % App. Total 0 100 51.3 48.7 82.2 17.8 PHF .000 .952 .952 .880 .846 .924 .926 .889 .919 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-14 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 10 10 2 5 0 7 10 1 0 11 0 28 28 04:15 PM 0 9 9 5 7 2 12 11 1 0 12 2 33 35 04:30 PM 0 13 13 2 4 1 6 7 1 0 8 1 27 28 04:45 PM 0 6 6 2 2 0 4 12 6 0 18 0 28 28 Total 0 38 38 11 18 3 29 40 9 0 49 3 116 119 05:00 PM 0 12 12 4 6 0 10 3 4 0 7 0 29 29 05:15 PM 0 3 3 1 3 0 4 6 0 0 6 0 13 13 05:30 PM 0 5 5 5 3 1 8 8 1 0 9 1 22 23 05:45 PM 0 3 3 0 1 0 1 8 1 0 9 0 13 13 Total 0 23 23 10 13 1 23 25 6 0 31 1 77 78 Grand Total 0 61 61 21 31 4 52 65 15 0 80 4 193 197 Apprch %0 100 40.4 59.6 81.2 18.8 Total %0 31.6 31.6 10.9 16.1 26.9 33.7 7.8 41.5 2 98 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 9 9 5 7 12 11 1 12 33 04:30 PM 0 13 13 2 4 6 7 1 8 27 04:45 PM 0 6 6 2 2 4 12 6 18 28 05:00 PM 0 12 12 4 6 10 3 4 7 29 Total Volume 0 40 40 13 19 32 33 12 45 117 % App. Total 0 100 40.6 59.4 73.3 26.7 PHF .000 .769 .769 .650 .679 .667 .688 .500 .625 .886 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-15 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 40 Left 0 InOut Total 52 40 92 Right19 Left13 OutTotalIn12 32 44 Thru 33 Right 12 Out TotalIn 53 45 98 Peak Hour Begins at 04:15 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM +0 mins.0 9 9 5 7 12 11 1 12 +15 mins.0 13 13 2 4 6 7 1 8 +30 mins.0 6 6 2 2 4 12 6 18 +45 mins.0 12 12 4 6 10 3 4 7 Total Volume 0 40 40 13 19 32 33 12 45 % App. Total 0 100 40.6 59.4 73.3 26.7 PHF .000 .769 .769 .650 .679 .667 .688 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-16 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 15 15 11 3 0 14 16 0 0 16 0 45 45 04:15 PM 0 14 14 10 5 1 15 9 1 0 10 1 39 40 04:30 PM 0 22 22 5 5 0 10 12 2 0 14 0 46 46 04:45 PM 0 14 14 8 4 0 12 12 2 0 14 0 40 40 Total 0 65 65 34 17 1 51 49 5 0 54 1 170 171 05:00 PM 0 18 18 9 4 0 13 9 0 0 9 0 40 40 05:15 PM 0 18 18 8 2 0 10 10 1 0 11 0 39 39 05:30 PM 0 12 12 1 1 0 2 11 2 0 13 0 27 27 05:45 PM 0 10 10 3 5 0 8 9 3 0 12 0 30 30 Total 0 58 58 21 12 0 33 39 6 0 45 0 136 136 Grand Total 0 123 123 55 29 1 84 88 11 0 99 1 306 307 Apprch %0 100 65.5 34.5 88.9 11.1 Total %0 40.2 40.2 18 9.5 27.5 28.8 3.6 32.4 0.3 99.7 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 14 14 10 5 15 9 1 10 39 04:30 PM 0 22 22 5 5 10 12 2 14 46 04:45 PM 0 14 14 8 4 12 12 2 14 40 05:00 PM 0 18 18 9 4 13 9 0 9 40 Total Volume 0 68 68 32 18 50 42 5 47 165 % App. Total 0 100 64 36 89.4 10.6 PHF .000 .773 .773 .800 .900 .833 .875 .625 .839 .897 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-17 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 68 Left 0 InOut Total 60 68 128 Right18 Left32 OutTotalIn5 50 55 Thru 42 Right 5 Out TotalIn 100 47 147 Peak Hour Begins at 04:15 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM +0 mins.0 14 14 10 5 15 9 1 10 +15 mins.0 22 22 5 5 10 12 2 14 +30 mins.0 14 14 8 4 12 12 2 14 +45 mins.0 18 18 9 4 13 9 0 9 Total Volume 0 68 68 32 18 50 42 5 47 % App. Total 0 100 64 36 89.4 10.6 PHF .000 .773 .773 .800 .900 .833 .875 .625 .839 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-18 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 22 22 7 7 0 14 18 10 0 28 0 64 64 04:15 PM 0 24 24 4 14 0 18 17 7 0 24 0 66 66 04:30 PM 0 26 26 6 8 0 14 14 10 0 24 0 64 64 04:45 PM 0 23 23 9 13 0 22 12 4 0 16 0 61 61 Total 0 95 95 26 42 0 68 61 31 0 92 0 255 255 05:00 PM 0 27 27 12 16 0 28 9 4 0 13 0 68 68 05:15 PM 0 28 28 9 11 1 20 9 7 0 16 1 64 65 05:30 PM 0 23 23 13 20 0 33 10 7 0 17 0 73 73 05:45 PM 0 20 20 16 8 0 24 7 9 0 16 0 60 60 Total 0 98 98 50 55 1 105 35 27 0 62 1 265 266 Grand Total 0 193 193 76 97 1 173 96 58 0 154 1 520 521 Apprch %0 100 43.9 56.1 62.3 37.7 Total %0 37.1 37.1 14.6 18.7 33.3 18.5 11.2 29.6 0.2 99.8 Cherry Avenue Southbound I-10 Westbound Ramps Westbound Cherry Avenue Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 24 24 4 14 18 17 7 24 66 04:30 PM 0 26 26 6 8 14 14 10 24 64 04:45 PM 0 23 23 9 13 22 12 4 16 61 05:00 PM 0 27 27 12 16 28 9 4 13 68 Total Volume 0 100 100 31 51 82 52 25 77 259 % App. Total 0 100 37.8 62.2 67.5 32.5 PHF .000 .926 .926 .646 .797 .732 .765 .625 .802 .952 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-19 File Name : 01_FON_Cher_10W PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Westbound Ramps Weather: Clear Cherry Avenue I-10 Westbound Ramps Cherry Avenue Thru 100 Left 0 InOut Total 103 100 203 Right51 Left31 OutTotalIn25 82 107 Thru 52 Right 25 Out TotalIn 131 77 208 Peak Hour Begins at 04:15 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM +0 mins.0 24 24 4 14 18 17 7 24 +15 mins.0 26 26 6 8 14 14 10 24 +30 mins.0 23 23 9 13 22 12 4 16 +45 mins.0 27 27 12 16 28 9 4 13 Total Volume 0 100 100 31 51 82 52 25 77 % App. Total 0 100 37.8 62.2 67.5 32.5 PHF .000 .926 .926 .646 .797 .732 .765 .625 .802 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-20 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Cherry Avenue I‐10 WB Ramps Cherry Avenue Dead End Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Cherry Avenue I‐10 WB Ramps Cherry Avenue Dead End Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 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 Cherry Avenue I‐10 WB Ramps PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-21 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000000000 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000030000 3 000000000000 0 010000030000 4 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Dead End TOTAL VOLUMES: Cherry Avenue I‐10 WB Ramps Cherry Avenue Dead End Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Cherry Avenue I‐10 WB Ramps Cherry 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 I‐10 WB Ramps Cherry Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-22 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 3 0 2 5 10 85 2 97 1 0 0 1 6 74 2 82 185 07:15 AM 0 0 3 3 1 105 1 107 2 0 2 4 3 75 6 84 198 07:30 AM 0 2 3 5 5 123 2 130 0 0 3 3 6 65 4 75 213 07:45 AM 1 0 2 3 1 132 2 135 2 0 1 3 15 89 5 109 250 Total 4 2 10 16 17 445 7 469 5 0 6 11 30 303 17 350 846 08:00 AM 0 0 11 11 4 101 1 106 0 1 3 4 10 88 5 103 224 08:15 AM 0 1 3 4 0 80 1 81 1 0 3 4 6 98 7 111 200 08:30 AM 0 0 1 1 0 104 2 106 2 1 11 14 5 96 7 108 229 08:45 AM 1 0 0 1 3 67 0 70 0 0 3 3 8 94 5 107 181 Total 1 1 15 17 7 352 4 363 3 2 20 25 29 376 24 429 834 Grand Total 5 3 25 33 24 797 11 832 8 2 26 36 59 679 41 779 1680 Apprch %15.2 9.1 75.8 2.9 95.8 1.3 22.2 5.6 72.2 7.6 87.2 5.3 Total %0.3 0.2 1.5 2 1.4 47.4 0.7 49.5 0.5 0.1 1.5 2.1 3.5 40.4 2.4 46.4 Passenger Vehicles 5 3 12 20 22 573 10 605 5 2 17 24 52 506 28 586 1235 % Passenger Vehicles 100 100 48 60.6 91.7 71.9 90.9 72.7 62.5 100 65.4 66.7 88.1 74.5 68.3 75.2 73.5 Large 2 Axle Vehicles 0 0 5 5 0 63 0 63 1 0 6 7 1 41 4 46 121 % Large 2 Axle Vehicles 0 0 20 15.2 0 7.9 0 7.6 12.5 0 23.1 19.4 1.7 6 9.8 5.9 7.2 3 Axle Vehicles 0 0 2 2 2 50 1 53 0 0 1 1 6 41 2 49 105 % 3 Axle Vehicles 0 0 8 6.1 8.3 6.3 9.1 6.4 0 0 3.8 2.8 10.2 6 4.9 6.3 6.2 4+ Axle Trucks 0 0 6 6 0 111 0 111 2 0 2 4 0 91 7 98 219 % 4+ Axle Trucks 0 0 24 18.2 0 13.9 0 13.3 25 0 7.7 11.1 0 13.4 17.1 12.6 13 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 07:45 AM 07:45 AM 1 0 2 3 1 132 2 135 2 0 1 3 15 89 5 109 250 08:00 AM 0 0 11 11 4 101 1 106 0 1 3 4 10 88 5 103 224 08:15 AM 0 1 3 4 0 80 1 81 1 0 3 4 6 98 7 111 200 08:30 AM 0 0 1 1 0 104 2 106 2 1 11 14 5 96 7 108 229 Total Volume 1 1 17 19 5 417 6 428 5 2 18 25 36 371 24 431 903 % App. Total 5.3 5.3 89.5 1.2 97.4 1.4 20 8 72 8.4 86.1 5.6 PHF .250 .250 .386 .432 .313 .790 .750 .793 .625 .500 .409 .446 .600 .946 .857 .971 .903 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-23 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 17 Thru 1 Left 1 InOut Total 44 19 63 Right6 Thru417 Left5 OutTotalIn390 428 818 Left 5 Thru 2 Right 18 Out TotalIn 30 25 55 Left36 Thru371 Right24 TotalOutIn439 431 870 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: 07:30 AM 07:15 AM 07:45 AM 07:45 AM +0 mins.0 2 3 5 1 105 1 107 2 0 1 3 15 89 5 109 +15 mins.1 0 2 3 5 123 2 130 0 1 3 4 10 88 5 103 +30 mins.0 0 11 11 1 132 2 135 1 0 3 4 6 98 7 111 +45 mins.0 1 3 4 4 101 1 106 2 1 11 14 5 96 7 108 Total Volume 1 3 19 23 11 461 6 478 5 2 18 25 36 371 24 431 % App. Total 4.3 13 82.6 2.3 96.4 1.3 20 8 72 8.4 86.1 5.6 PHF .250 .375 .432 .523 .550 .873 .750 .885 .625 .500 .409 .446 .600 .946 .857 .971 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-24 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 3 0 1 4 10 64 2 76 0 0 0 0 4 57 2 63 143 07:15 AM 0 0 1 1 1 79 1 81 2 0 1 3 3 56 4 63 148 07:30 AM 0 2 0 2 4 97 2 103 0 0 2 2 5 48 4 57 164 07:45 AM 1 0 1 2 1 95 2 98 2 0 1 3 14 72 3 89 192 Total 4 2 3 9 16 335 7 358 4 0 4 8 26 233 13 272 647 08:00 AM 0 0 6 6 3 72 0 75 0 1 2 3 9 68 4 81 165 08:15 AM 0 1 2 3 0 54 1 55 0 0 1 1 5 74 5 84 143 08:30 AM 0 0 1 1 0 69 2 71 1 1 7 9 4 73 4 81 162 08:45 AM 1 0 0 1 3 43 0 46 0 0 3 3 8 58 2 68 118 Total 1 1 9 11 6 238 3 247 1 2 13 16 26 273 15 314 588 Grand Total 5 3 12 20 22 573 10 605 5 2 17 24 52 506 28 586 1235 Apprch %25 15 60 3.6 94.7 1.7 20.8 8.3 70.8 8.9 86.3 4.8 Total %0.4 0.2 1 1.6 1.8 46.4 0.8 49 0.4 0.2 1.4 1.9 4.2 41 2.3 47.4 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 0 1 2 1 95 2 98 2 0 1 3 14 72 3 89 192 08:00 AM 0 0 6 6 3 72 0 75 0 1 2 3 9 68 4 81 165 08:15 AM 0 1 2 3 0 54 1 55 0 0 1 1 5 74 5 84 143 08:30 AM 0 0 1 1 0 69 2 71 1 1 7 9 4 73 4 81 162 Total Volume 1 1 10 12 4 290 5 299 3 2 11 16 32 287 16 335 662 % App. Total 8.3 8.3 83.3 1.3 97 1.7 18.8 12.5 68.8 9.6 85.7 4.8 PHF .250 .250 .417 .500 .333 .763 .625 .763 .375 .500 .393 .444 .571 .970 .800 .941 .862 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-25 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 10 Thru 1 Left 1 InOut Total 39 12 51 Right5 Thru290 Left4 OutTotalIn299 299 598 Left 3 Thru 2 Right 11 Out TotalIn 21 16 37 Left32 Thru287 Right16 TotalOutIn303 335 638 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.1 0 1 2 1 95 2 98 2 0 1 3 14 72 3 89 +15 mins.0 0 6 6 3 72 0 75 0 1 2 3 9 68 4 81 +30 mins.0 1 2 3 0 54 1 55 0 0 1 1 5 74 5 84 +45 mins.0 0 1 1 0 69 2 71 1 1 7 9 4 73 4 81 Total Volume 1 1 10 12 4 290 5 299 3 2 11 16 32 287 16 335 % App. Total 8.3 8.3 83.3 1.3 97 1.7 18.8 12.5 68.8 9.6 85.7 4.8 PHF .250 .250 .417 .500 .333 .763 .625 .763 .375 .500 .393 .444 .571 .970 .800 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-26 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 5 0 5 1 0 0 1 0 7 0 7 13 07:15 AM 0 0 1 1 0 7 0 7 0 0 1 1 0 2 1 3 12 07:30 AM 0 0 1 1 0 5 0 5 0 0 1 1 1 4 0 5 12 07:45 AM 0 0 1 1 0 14 0 14 0 0 0 0 0 6 1 7 22 Total 0 0 3 3 0 31 0 31 1 0 2 3 1 19 2 22 59 08:00 AM 0 0 2 2 0 8 0 8 0 0 0 0 0 2 0 2 12 08:15 AM 0 0 0 0 0 8 0 8 0 0 2 2 0 7 1 8 18 08:30 AM 0 0 0 0 0 7 0 7 0 0 2 2 0 6 1 7 16 08:45 AM 0 0 0 0 0 9 0 9 0 0 0 0 0 7 0 7 16 Total 0 0 2 2 0 32 0 32 0 0 4 4 0 22 2 24 62 Grand Total 0 0 5 5 0 63 0 63 1 0 6 7 1 41 4 46 121 Apprch %0 0 100 0 100 0 14.3 0 85.7 2.2 89.1 8.7 Total %0 0 4.1 4.1 0 52.1 0 52.1 0.8 0 5 5.8 0.8 33.9 3.3 38 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 1 1 0 14 0 14 0 0 0 0 0 6 1 7 22 08:00 AM 0 0 2 2 0 8 0 8 0 0 0 0 0 2 0 2 12 08:15 AM 0 0 0 0 0 8 0 8 0 0 2 2 0 7 1 8 18 08:30 AM 0 0 0 0 0 7 0 7 0 0 2 2 0 6 1 7 16 Total Volume 0 0 3 3 0 37 0 37 0 0 4 4 0 21 3 24 68 % App. Total 0 0 100 0 100 0 0 0 100 0 87.5 12.5 PHF .000 .000 .375 .375 .000 .661 .000 .661 .000 .000 .500 .500 .000 .750 .750 .750 .773 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-27 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 3 Thru 0 Left 0 InOut Total 0 3 3 Right0 Thru37 Left0 OutTotalIn25 37 62 Left 0 Thru 0 Right 4 Out TotalIn 3 4 7 Left0 Thru21 Right3 TotalOutIn40 24 64 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 1 1 0 14 0 14 0 0 0 0 0 6 1 7 +15 mins.0 0 2 2 0 8 0 8 0 0 0 0 0 2 0 2 +30 mins.0 0 0 0 0 8 0 8 0 0 2 2 0 7 1 8 +45 mins.0 0 0 0 0 7 0 7 0 0 2 2 0 6 1 7 Total Volume 0 0 3 3 0 37 0 37 0 0 4 4 0 21 3 24 % App. Total 0 0 100 0 100 0 0 0 100 0 87.5 12.5 PHF .000 .000 .375 .375 .000 .661 .000 .661 .000 .000 .500 .500 .000 .750 .750 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-28 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 6 0 6 0 0 0 0 2 4 0 6 12 07:15 AM 0 0 0 0 0 7 0 7 0 0 0 0 0 8 0 8 15 07:30 AM 0 0 1 1 1 4 0 5 0 0 0 0 0 4 0 4 10 07:45 AM 0 0 0 0 0 5 0 5 0 0 0 0 1 3 0 4 9 Total 0 0 1 1 1 22 0 23 0 0 0 0 3 19 0 22 46 08:00 AM 0 0 1 1 1 8 1 10 0 0 0 0 1 5 0 6 17 08:15 AM 0 0 0 0 0 9 0 9 0 0 0 0 1 6 0 7 16 08:30 AM 0 0 0 0 0 7 0 7 0 0 1 1 1 4 2 7 15 08:45 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 7 0 7 11 Total 0 0 1 1 1 28 1 30 0 0 1 1 3 22 2 27 59 Grand Total 0 0 2 2 2 50 1 53 0 0 1 1 6 41 2 49 105 Apprch %0 0 100 3.8 94.3 1.9 0 0 100 12.2 83.7 4.1 Total %0 0 1.9 1.9 1.9 47.6 1 50.5 0 0 1 1 5.7 39 1.9 46.7 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 07:45 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 5 0 5 0 0 0 0 1 3 0 4 9 08:00 AM 0 0 1 1 1 8 1 10 0 0 0 0 1 5 0 6 17 08:15 AM 0 0 0 0 0 9 0 9 0 0 0 0 1 6 0 7 16 08:30 AM 0 0 0 0 0 7 0 7 0 0 1 1 1 4 2 7 15 Total Volume 0 0 1 1 1 29 1 31 0 0 1 1 4 18 2 24 57 % App. Total 0 0 100 3.2 93.5 3.2 0 0 100 16.7 75 8.3 PHF .000 .000 .250 .250 .250 .806 .250 .775 .000 .000 .250 .250 1.00 .750 .250 .857 .838 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-29 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 1 Thru 0 Left 0 InOut Total 5 1 6 Right1 Thru29 Left1 OutTotalIn19 31 50 Left 0 Thru 0 Right 1 Out TotalIn 3 1 4 Left4 Thru18 Right2 TotalOutIn30 24 54 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 5 0 5 0 0 0 0 1 3 0 4 +15 mins.0 0 1 1 1 8 1 10 0 0 0 0 1 5 0 6 +30 mins.0 0 0 0 0 9 0 9 0 0 0 0 1 6 0 7 +45 mins.0 0 0 0 0 7 0 7 0 0 1 1 1 4 2 7 Total Volume 0 0 1 1 1 29 1 31 0 0 1 1 4 18 2 24 % App. Total 0 0 100 3.2 93.5 3.2 0 0 100 16.7 75 8.3 PHF .000 .000 .250 .250 .250 .806 .250 .775 .000 .000 .250 .250 1.000 .750 .250 .857 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-30 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 1 1 0 10 0 10 0 0 0 0 0 6 0 6 17 07:15 AM 0 0 1 1 0 12 0 12 0 0 0 0 0 9 1 10 23 07:30 AM 0 0 1 1 0 17 0 17 0 0 0 0 0 9 0 9 27 07:45 AM 0 0 0 0 0 18 0 18 0 0 0 0 0 8 1 9 27 Total 0 0 3 3 0 57 0 57 0 0 0 0 0 32 2 34 94 08:00 AM 0 0 2 2 0 13 0 13 0 0 1 1 0 13 1 14 30 08:15 AM 0 0 1 1 0 9 0 9 1 0 0 1 0 11 1 12 23 08:30 AM 0 0 0 0 0 21 0 21 1 0 1 2 0 13 0 13 36 08:45 AM 0 0 0 0 0 11 0 11 0 0 0 0 0 22 3 25 36 Total 0 0 3 3 0 54 0 54 2 0 2 4 0 59 5 64 125 Grand Total 0 0 6 6 0 111 0 111 2 0 2 4 0 91 7 98 219 Apprch %0 0 100 0 100 0 50 0 50 0 92.9 7.1 Total %0 0 2.7 2.7 0 50.7 0 50.7 0.9 0 0.9 1.8 0 41.6 3.2 44.7 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 07:45 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 18 0 18 0 0 0 0 0 8 1 9 27 08:00 AM 0 0 2 2 0 13 0 13 0 0 1 1 0 13 1 14 30 08:15 AM 0 0 1 1 0 9 0 9 1 0 0 1 0 11 1 12 23 08:30 AM 0 0 0 0 0 21 0 21 1 0 1 2 0 13 0 13 36 Total Volume 0 0 3 3 0 61 0 61 2 0 2 4 0 45 3 48 116 % App. Total 0 0 100 0 100 0 50 0 50 0 93.8 6.2 PHF .000 .000 .375 .375 .000 .726 .000 .726 .500 .000 .500 .500 .000 .865 .750 .857 .806 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-31 File Name : 01_FON_Red_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 3 Thru 0 Left 0 InOut Total 0 3 3 Right0 Thru61 Left0 OutTotalIn47 61 108 Left 2 Thru 0 Right 2 Out TotalIn 3 4 7 Left0 Thru45 Right3 TotalOutIn66 48 114 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 18 0 18 0 0 0 0 0 8 1 9 +15 mins.0 0 2 2 0 13 0 13 0 0 1 1 0 13 1 14 +30 mins.0 0 1 1 0 9 0 9 1 0 0 1 0 11 1 12 +45 mins.0 0 0 0 0 21 0 21 1 0 1 2 0 13 0 13 Total Volume 0 0 3 3 0 61 0 61 2 0 2 4 0 45 3 48 % App. Total 0 0 100 0 100 0 50 0 50 0 93.8 6.2 PHF .000 .000 .375 .375 .000 .726 .000 .726 .500 .000 .500 .500 .000 .865 .750 .857 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-32 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 6 7 2 114 2 118 10 2 10 22 7 206 2 215 362 04:15 PM 1 1 9 11 6 91 1 98 6 0 8 14 3 170 1 174 297 04:30 PM 1 1 9 11 6 86 0 92 5 0 4 9 4 176 0 180 292 04:45 PM 2 0 4 6 2 106 1 109 3 1 3 7 14 162 5 181 303 Total 4 3 28 35 16 397 4 417 24 3 25 52 28 714 8 750 1254 05:00 PM 0 0 9 9 1 105 1 107 1 0 4 5 4 171 1 176 297 05:15 PM 2 2 7 11 0 87 0 87 2 1 6 9 7 167 7 181 288 05:30 PM 3 0 4 7 4 80 1 85 1 0 5 6 3 150 7 160 258 05:45 PM 3 1 8 12 0 75 3 78 1 1 1 3 3 111 4 118 211 Total 8 3 28 39 5 347 5 357 5 2 16 23 17 599 19 635 1054 Grand Total 12 6 56 74 21 744 9 774 29 5 41 75 45 1313 27 1385 2308 Apprch %16.2 8.1 75.7 2.7 96.1 1.2 38.7 6.7 54.7 3.2 94.8 1.9 Total %0.5 0.3 2.4 3.2 0.9 32.2 0.4 33.5 1.3 0.2 1.8 3.2 1.9 56.9 1.2 60 Passenger Vehicles 9 6 48 63 17 631 6 654 20 3 32 55 40 1122 22 1184 1956 % Passenger Vehicles 75 100 85.7 85.1 81 84.8 66.7 84.5 69 60 78 73.3 88.9 85.5 81.5 85.5 84.7 Large 2 Axle Vehicles 1 0 0 1 1 24 1 26 2 0 7 9 3 35 1 39 75 % Large 2 Axle Vehicles 8.3 0 0 1.4 4.8 3.2 11.1 3.4 6.9 0 17.1 12 6.7 2.7 3.7 2.8 3.2 3 Axle Vehicles 2 0 6 8 3 38 1 42 4 1 2 7 1 47 4 52 109 % 3 Axle Vehicles 16.7 0 10.7 10.8 14.3 5.1 11.1 5.4 13.8 20 4.9 9.3 2.2 3.6 14.8 3.8 4.7 4+ Axle Trucks 0 0 2 2 0 51 1 52 3 1 0 4 1 109 0 110 168 % 4+ Axle Trucks 0 0 3.6 2.7 0 6.9 11.1 6.7 10.3 20 0 5.3 2.2 8.3 0 7.9 7.3 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 0 1 6 7 2 114 2 118 10 2 10 22 7 206 2 215 362 04:15 PM 1 1 9 11 6 91 1 98 6 0 8 14 3 170 1 174 297 04:30 PM 1 1 9 11 6 86 0 92 5 0 4 9 4 176 0 180 292 04:45 PM 2 0 4 6 2 106 1 109 3 1 3 7 14 162 5 181 303 Total Volume 4 3 28 35 16 397 4 417 24 3 25 52 28 714 8 750 1254 % App. Total 11.4 8.6 80 3.8 95.2 1 46.2 5.8 48.1 3.7 95.2 1.1 PHF .500 .750 .778 .795 .667 .871 .500 .883 .600 .375 .625 .591 .500 .867 .400 .872 .866 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-33 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 28 Thru 3 Left 4 InOut Total 35 35 70 Right4 Thru397 Left16 OutTotalIn743 417 1160 Left 24 Thru 3 Right 25 Out TotalIn 27 52 79 Left28 Thru714 Right8 TotalOutIn449 750 1199 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: 05:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 9 9 2 114 2 118 10 2 10 22 7 206 2 215 +15 mins.2 2 7 11 6 91 1 98 6 0 8 14 3 170 1 174 +30 mins.3 0 4 7 6 86 0 92 5 0 4 9 4 176 0 180 +45 mins.3 1 8 12 2 106 1 109 3 1 3 7 14 162 5 181 Total Volume 8 3 28 39 16 397 4 417 24 3 25 52 28 714 8 750 % App. Total 20.5 7.7 71.8 3.8 95.2 1 46.2 5.8 48.1 3.7 95.2 1.1 PHF .667 .375 .778 .813 .667 .871 .500 .883 .600 .375 .625 .591 .500 .867 .400 .872 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-34 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 6 7 2 100 2 104 9 2 9 20 6 176 2 184 315 04:15 PM 0 1 5 6 4 78 1 83 4 0 4 8 2 147 0 149 246 04:30 PM 1 1 9 11 6 71 0 77 2 0 4 6 4 147 0 151 245 04:45 PM 2 0 4 6 2 93 0 95 1 0 2 3 13 140 3 156 260 Total 3 3 24 30 14 342 3 359 16 2 19 37 25 610 5 640 1066 05:00 PM 0 0 9 9 0 92 0 92 1 0 4 5 3 147 1 151 257 05:15 PM 1 2 7 10 0 72 0 72 1 0 4 5 7 147 6 160 247 05:30 PM 2 0 3 5 3 62 1 66 1 0 4 5 2 124 6 132 208 05:45 PM 3 1 5 9 0 63 2 65 1 1 1 3 3 94 4 101 178 Total 6 3 24 33 3 289 3 295 4 1 13 18 15 512 17 544 890 Grand Total 9 6 48 63 17 631 6 654 20 3 32 55 40 1122 22 1184 1956 Apprch %14.3 9.5 76.2 2.6 96.5 0.9 36.4 5.5 58.2 3.4 94.8 1.9 Total %0.5 0.3 2.5 3.2 0.9 32.3 0.3 33.4 1 0.2 1.6 2.8 2 57.4 1.1 60.5 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 1 6 7 2 100 2 104 9 2 9 20 6 176 2 184 315 04:15 PM 0 1 5 6 4 78 1 83 4 0 4 8 2 147 0 149 246 04:30 PM 1 1 9 11 6 71 0 77 2 0 4 6 4 147 0 151 245 04:45 PM 2 0 4 6 2 93 0 95 1 0 2 3 13 140 3 156 260 Total Volume 3 3 24 30 14 342 3 359 16 2 19 37 25 610 5 640 1066 % App. Total 10 10 80 3.9 95.3 0.8 43.2 5.4 51.4 3.9 95.3 0.8 PHF .375 .750 .667 .682 .583 .855 .375 .863 .444 .250 .528 .463 .481 .866 .417 .870 .846 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-35 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 24 Thru 3 Left 3 InOut Total 30 30 60 Right3 Thru342 Left14 OutTotalIn632 359 991 Left 16 Thru 2 Right 19 Out TotalIn 22 37 59 Left25 Thru610 Right5 TotalOutIn382 640 1022 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.0 1 6 7 2 100 2 104 9 2 9 20 6 176 2 184 +15 mins.0 1 5 6 4 78 1 83 4 0 4 8 2 147 0 149 +30 mins.1 1 9 11 6 71 0 77 2 0 4 6 4 147 0 151 +45 mins.2 0 4 6 2 93 0 95 1 0 2 3 13 140 3 156 Total Volume 3 3 24 30 14 342 3 359 16 2 19 37 25 610 5 640 % App. Total 10 10 80 3.9 95.3 0.8 43.2 5.4 51.4 3.9 95.3 0.8 PHF .375 .750 .667 .682 .583 .855 .375 .863 .444 .250 .528 .463 .481 .866 .417 .870 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-36 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 2 0 2 0 0 1 1 1 5 0 6 9 04:15 PM 1 0 0 1 0 3 0 3 0 0 3 3 1 2 0 3 10 04:30 PM 0 0 0 0 0 4 0 4 1 0 0 1 0 6 0 6 11 04:45 PM 0 0 0 0 0 2 0 2 1 0 1 2 0 5 0 5 9 Total 1 0 0 1 0 11 0 11 2 0 5 7 2 18 0 20 39 05:00 PM 0 0 0 0 0 3 1 4 0 0 0 0 1 1 0 2 6 05:15 PM 0 0 0 0 0 5 0 5 0 0 2 2 0 9 0 9 16 05:30 PM 0 0 0 0 1 4 0 5 0 0 0 0 0 4 1 5 10 05:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 3 0 3 4 Total 0 0 0 0 1 13 1 15 0 0 2 2 1 17 1 19 36 Grand Total 1 0 0 1 1 24 1 26 2 0 7 9 3 35 1 39 75 Apprch %100 0 0 3.8 92.3 3.8 22.2 0 77.8 7.7 89.7 2.6 Total %1.3 0 0 1.3 1.3 32 1.3 34.7 2.7 0 9.3 12 4 46.7 1.3 52 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 2 0 2 0 0 1 1 1 5 0 6 9 04:15 PM 1 0 0 1 0 3 0 3 0 0 3 3 1 2 0 3 10 04:30 PM 0 0 0 0 0 4 0 4 1 0 0 1 0 6 0 6 11 04:45 PM 0 0 0 0 0 2 0 2 1 0 1 2 0 5 0 5 9 Total Volume 1 0 0 1 0 11 0 11 2 0 5 7 2 18 0 20 39 % App. Total 100 0 0 0 100 0 28.6 0 71.4 10 90 0 PHF .250 .000 .000 .250 .000 .688 .000 .688 .500 .000 .417 .583 .500 .750 .000 .833 .886 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-37 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 0 Thru 0 Left 1 InOut Total 2 1 3 Right0 Thru11 Left0 OutTotalIn24 11 35 Left 2 Thru 0 Right 5 Out TotalIn 0 7 7 Left2 Thru18 Right0 TotalOutIn13 20 33 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 0 0 0 2 0 2 0 0 1 1 1 5 0 6 +15 mins.1 0 0 1 0 3 0 3 0 0 3 3 1 2 0 3 +30 mins.0 0 0 0 0 4 0 4 1 0 0 1 0 6 0 6 +45 mins.0 0 0 0 0 2 0 2 1 0 1 2 0 5 0 5 Total Volume 1 0 0 1 0 11 0 11 2 0 5 7 2 18 0 20 % App. Total 100 0 0 0 100 0 28.6 0 71.4 10 90 0 PHF .250 .000 .000 .250 .000 .688 .000 .688 .500 .000 .417 .583 .500 .750 .000 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-38 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 5 0 5 1 0 0 1 0 9 0 9 15 04:15 PM 0 0 2 2 2 5 0 7 1 0 1 2 0 6 1 7 18 04:30 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 7 0 7 12 04:45 PM 0 0 0 0 0 3 1 4 1 1 0 2 1 7 2 10 16 Total 0 0 2 2 2 18 1 21 3 1 1 5 1 29 3 33 61 05:00 PM 0 0 0 0 1 5 0 6 0 0 0 0 0 4 0 4 10 05:15 PM 1 0 0 1 0 4 0 4 1 0 0 1 0 3 1 4 10 05:30 PM 1 0 1 2 0 4 0 4 0 0 1 1 0 7 0 7 14 05:45 PM 0 0 3 3 0 7 0 7 0 0 0 0 0 4 0 4 14 Total 2 0 4 6 1 20 0 21 1 0 1 2 0 18 1 19 48 Grand Total 2 0 6 8 3 38 1 42 4 1 2 7 1 47 4 52 109 Apprch %25 0 75 7.1 90.5 2.4 57.1 14.3 28.6 1.9 90.4 7.7 Total %1.8 0 5.5 7.3 2.8 34.9 0.9 38.5 3.7 0.9 1.8 6.4 0.9 43.1 3.7 47.7 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 5 0 5 1 0 0 1 0 9 0 9 15 04:15 PM 0 0 2 2 2 5 0 7 1 0 1 2 0 6 1 7 18 04:30 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 7 0 7 12 04:45 PM 0 0 0 0 0 3 1 4 1 1 0 2 1 7 2 10 16 Total Volume 0 0 2 2 2 18 1 21 3 1 1 5 1 29 3 33 61 % App. Total 0 0 100 9.5 85.7 4.8 60 20 20 3 87.9 9.1 PHF .000 .000 .250 .250 .250 .900 .250 .750 .750 .250 .250 .625 .250 .806 .375 .825 .847 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-39 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 2 Thru 0 Left 0 InOut Total 3 2 5 Right1 Thru18 Left2 OutTotalIn30 21 51 Left 3 Thru 1 Right 1 Out TotalIn 5 5 10 Left1 Thru29 Right3 TotalOutIn23 33 56 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 5 0 5 1 0 0 1 0 9 0 9 +15 mins.0 0 2 2 2 5 0 7 1 0 1 2 0 6 1 7 +30 mins.0 0 0 0 0 5 0 5 0 0 0 0 0 7 0 7 +45 mins.0 0 0 0 0 3 1 4 1 1 0 2 1 7 2 10 Total Volume 0 0 2 2 2 18 1 21 3 1 1 5 1 29 3 33 % App. Total 0 0 100 9.5 85.7 4.8 60 20 20 3 87.9 9.1 PHF .000 .000 .250 .250 .250 .900 .250 .750 .750 .250 .250 .625 .250 .806 .375 .825 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-40 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 7 0 7 0 0 0 0 0 16 0 16 23 04:15 PM 0 0 2 2 0 5 0 5 1 0 0 1 0 15 0 15 23 04:30 PM 0 0 0 0 0 6 0 6 2 0 0 2 0 16 0 16 24 04:45 PM 0 0 0 0 0 8 0 8 0 0 0 0 0 10 0 10 18 Total 0 0 2 2 0 26 0 26 3 0 0 3 0 57 0 57 88 05:00 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 19 0 19 24 05:15 PM 0 0 0 0 0 6 0 6 0 1 0 1 0 8 0 8 15 05:30 PM 0 0 0 0 0 10 0 10 0 0 0 0 1 15 0 16 26 05:45 PM 0 0 0 0 0 4 1 5 0 0 0 0 0 10 0 10 15 Total 0 0 0 0 0 25 1 26 0 1 0 1 1 52 0 53 80 Grand Total 0 0 2 2 0 51 1 52 3 1 0 4 1 109 0 110 168 Apprch %0 0 100 0 98.1 1.9 75 25 0 0.9 99.1 0 Total %0 0 1.2 1.2 0 30.4 0.6 31 1.8 0.6 0 2.4 0.6 64.9 0 65.5 Redwood Avenue Southbound Slover Avenue Westbound Redwood Avenue Northbound Slover 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 7 0 7 0 0 0 0 0 16 0 16 23 04:15 PM 0 0 2 2 0 5 0 5 1 0 0 1 0 15 0 15 23 04:30 PM 0 0 0 0 0 6 0 6 2 0 0 2 0 16 0 16 24 04:45 PM 0 0 0 0 0 8 0 8 0 0 0 0 0 10 0 10 18 Total Volume 0 0 2 2 0 26 0 26 3 0 0 3 0 57 0 57 88 % App. Total 0 0 100 0 100 0 100 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .813 .000 .813 .375 .000 .000 .375 .000 .891 .000 .891 .917 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-41 File Name : 01_FON_Red_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Slover Avenue Weather: Clear Redwood Avenue Slover Avenue Slover Avenue Redwood Avenue Right 2 Thru 0 Left 0 InOut Total 0 2 2 Right0 Thru26 Left0 OutTotalIn57 26 83 Left 3 Thru 0 Right 0 Out TotalIn 0 3 3 Left0 Thru57 Right0 TotalOutIn31 57 88 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 7 0 7 0 0 0 0 0 16 0 16 +15 mins.0 0 2 2 0 5 0 5 1 0 0 1 0 15 0 15 +30 mins.0 0 0 0 0 6 0 6 2 0 0 2 0 16 0 16 +45 mins.0 0 0 0 0 8 0 8 0 0 0 0 0 10 0 10 Total Volume 0 0 2 2 0 26 0 26 3 0 0 3 0 57 0 57 % App. Total 0 0 100 0 100 0 100 0 0 0 100 0 PHF .000 .000 .250 .250 .000 .813 .000 .813 .375 .000 .000 .375 .000 .891 .000 .891 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-42 Location: Date: 2/7/2023 N/S: Day: Tuesday E/W: North Leg East Leg South Leg West Leg Redwood Avenue Slover Avenue Redwood Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 10001 00000 00000 00000 10001 00000 00000 20002 North Leg East Leg South Leg West Leg Redwood Avenue Slover Avenue Redwood Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 10001 00000 00000 00000 00000 10001 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 Redwood Avenue Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-43 Location: Date: 2/7/2023 N/S: Day: Tuesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000010000010 2 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000010 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1 000000000000 0 000000000000 0 000000000000 0 000100100010 3 000000000000 0 000000000020 2 000000000000 0 000110100030 6 Slover Avenue TOTAL VOLUMES: Redwood Avenue Slover Avenue Redwood Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Redwood Avenue Slover Avenue Redwood 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 Slover Avenue Redwood Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-44 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 71 237 0 0 308 0 0 0 0 0 0 155 84 7 239 126 2 112 28 240 35 787 822 07:15 AM 75 289 0 0 364 0 0 0 0 0 0 194 82 18 276 134 1 123 14 258 32 898 930 07:30 AM 87 320 0 0 407 0 0 0 0 0 0 231 111 16 342 129 2 88 21 219 37 968 1005 07:45 AM 81 321 0 0 402 0 0 0 0 0 0 231 106 8 337 157 2 111 10 270 18 1009 1027 Total 314 1167 0 0 1481 0 0 0 0 0 0 811 383 49 1194 546 7 434 73 987 122 3662 3784 08:00 AM 75 326 0 0 401 0 0 0 0 0 0 169 107 2 276 82 1 142 23 225 25 902 927 08:15 AM 99 307 0 0 406 0 0 0 0 0 0 191 96 5 287 92 2 131 16 225 21 918 939 08:30 AM 96 203 0 0 299 0 0 0 0 0 0 205 87 10 292 91 0 99 22 190 32 781 813 08:45 AM 92 190 0 0 282 0 0 0 0 0 0 176 82 9 258 81 0 118 20 199 29 739 768 Total 362 1026 0 0 1388 0 0 0 0 0 0 741 372 26 1113 346 3 490 81 839 107 3340 3447 Grand Total 676 2193 0 0 2869 0 0 0 0 0 0 1552 755 75 2307 892 10 924 154 1826 229 7002 7231 Apprch %23.6 76.4 0 0 0 0 0 67.3 32.7 48.8 0.5 50.6 Total %9.7 31.3 0 41 0 0 0 0 0 22.2 10.8 32.9 12.7 0.1 13.2 26.1 3.2 96.8 Passenger Vehicles 471 1863 0 2334 0 0 0 0 0 1234 566 1861 756 7 698 1590 0 0 5785 % Passenger Vehicles 69.7 85 0 0 81.4 0 0 0 0 0 0 79.5 75 81.3 78.1 84.8 70 75.5 83.8 80.3 0 0 80 Large 2 Axle Vehicles 41 86 0 127 0 0 0 0 0 94 32 130 41 3 41 95 0 0 352 % Large 2 Axle Vehicles 6.1 3.9 0 0 4.4 0 0 0 0 0 0 6.1 4.2 5.3 5.5 4.6 30 4.4 6.5 4.8 0 0 4.9 3 Axle Vehicles 57 112 0 169 0 0 0 0 0 51 52 105 34 0 43 83 0 0 357 % 3 Axle Vehicles 8.4 5.1 0 0 5.9 0 0 0 0 0 0 3.3 6.9 2.7 4.4 3.8 0 4.7 3.9 4.2 0 0 4.9 4+ Axle Trucks 107 132 0 239 0 0 0 0 0 173 105 286 61 0 142 212 0 0 737 % 4+ Axle Trucks 15.8 6 0 0 8.3 0 0 0 0 0 0 11.1 13.9 10.7 12 6.8 0 15.4 5.8 10.7 0 0 10.2 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 87 320 0 407 0 0 0 0 0 231 111 342 129 2 88 219 968 07:45 AM 81 321 0 402 0 0 0 0 0 231 106 337 157 2 111 270 1009 08:00 AM 75 326 0 401 0 0 0 0 0 169 107 276 82 1 142 225 902 08:15 AM 99 307 0 406 0 0 0 0 0 191 96 287 92 2 131 225 918 Total Volume 342 1274 0 1616 0 0 0 0 0 822 420 1242 460 7 472 939 3797 % App. Total 21.2 78.8 0 0 0 0 0 66.2 33.8 49 0.7 50.3 PHF .864 .977 .000 .993 .000 .000 .000 .000 .000 .890 .946 .908 .732 .875 .831 .869 .941 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-45 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 1274 Left 342 InOut Total 1282 1616 2898 Right0 Thru0 Left0 OutTotalIn769 0 769 Left 0 Thru 822 Right 420 Out TotalIn 1746 1242 2988 Left460 Thru7 Right472 TotalOutIn0 939 939 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-46 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 07:30 AM 07:00 AM 07:30 AM 07:00 AM +0 mins.87 320 0 407 0 0 0 0 0 231 111 342 126 2 112 240 +15 mins.81 321 0 402 0 0 0 0 0 231 106 337 134 1 123 258 +30 mins.75 326 0 401 0 0 0 0 0 169 107 276 129 2 88 219 +45 mins.99 307 0 406 0 0 0 0 0 191 96 287 157 2 111 270 Total Volume 342 1274 0 1616 0 0 0 0 0 822 420 1242 546 7 434 987 % App. Total 21.2 78.8 0 0 0 0 0 66.2 33.8 55.3 0.7 44 PHF .864 .977 .000 .993 .000 .000 .000 .000 .000 .890 .946 .908 .869 .875 .882 .914 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-47 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 49 199 0 0 248 0 0 0 0 0 0 117 63 7 180 106 1 93 22 200 29 628 657 07:15 AM 54 252 0 0 306 0 0 0 0 0 0 140 69 16 209 124 1 99 12 224 28 739 767 07:30 AM 69 288 0 0 357 0 0 0 0 0 0 191 89 16 280 114 1 65 14 180 30 817 847 07:45 AM 53 281 0 0 334 0 0 0 0 0 0 188 82 4 270 144 2 91 10 237 14 841 855 Total 225 1020 0 0 1245 0 0 0 0 0 0 636 303 43 939 488 5 348 58 841 101 3025 3126 08:00 AM 49 274 0 0 323 0 0 0 0 0 0 149 79 1 228 63 1 111 21 175 22 726 748 08:15 AM 69 253 0 0 322 0 0 0 0 0 0 148 70 2 218 72 1 90 13 163 15 703 718 08:30 AM 65 162 0 0 227 0 0 0 0 0 0 168 59 9 227 71 0 69 19 140 28 594 622 08:45 AM 63 154 0 0 217 0 0 0 0 0 0 133 55 6 188 62 0 80 18 142 24 547 571 Total 246 843 0 0 1089 0 0 0 0 0 0 598 263 18 861 268 2 350 71 620 89 2570 2659 Grand Total 471 1863 0 0 2334 0 0 0 0 0 0 1234 566 61 1800 756 7 698 129 1461 190 5595 5785 Apprch %20.2 79.8 0 0 0 0 0 68.6 31.4 51.7 0.5 47.8 Total %8.4 33.3 0 41.7 0 0 0 0 0 22.1 10.1 32.2 13.5 0.1 12.5 26.1 3.3 96.7 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 69 288 0 357 0 0 0 0 0 191 89 280 114 1 65 180 817 07:45 AM 53 281 0 334 0 0 0 0 0 188 82 270 144 2 91 237 841 08:00 AM 49 274 0 323 0 0 0 0 0 149 79 228 63 1 111 175 726 08:15 AM 69 253 0 322 0 0 0 0 0 148 70 218 72 1 90 163 703 Total Volume 240 1096 0 1336 0 0 0 0 0 676 320 996 393 5 357 755 3087 % App. Total 18 82 0 0 0 0 0 67.9 32.1 52.1 0.7 47.3 PHF .870 .951 .000 .936 .000 .000 .000 .000 .000 .885 .899 .889 .682 .625 .804 .796 .918 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-48 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 1096 Left 240 InOut Total 1069 1336 2405 Right0 Thru0 Left0 OutTotalIn565 0 565 Left 0 Thru 676 Right 320 Out TotalIn 1453 996 2449 Left393 Thru5 Right357 TotalOutIn0 755 755 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-49 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.69 288 0 357 0 0 0 0 0 191 89 280 114 1 65 180 +15 mins.53 281 0 334 0 0 0 0 0 188 82 270 144 2 91 237 +30 mins.49 274 0 323 0 0 0 0 0 149 79 228 63 1 111 175 +45 mins.69 253 0 322 0 0 0 0 0 148 70 218 72 1 90 163 Total Volume 240 1096 0 1336 0 0 0 0 0 676 320 996 393 5 357 755 % App. Total 18 82 0 0 0 0 0 67.9 32.1 52.1 0.7 47.3 PHF .870 .951 .000 .936 .000 .000 .000 .000 .000 .885 .899 .889 .682 .625 .804 .796 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-50 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 4 9 0 0 13 0 0 0 0 0 0 18 5 0 23 7 1 2 2 10 2 46 48 07:15 AM 5 7 0 0 12 0 0 0 0 0 0 10 4 1 14 4 0 2 0 6 1 32 33 07:30 AM 5 6 0 0 11 0 0 0 0 0 0 7 2 0 9 3 1 7 3 11 3 31 34 07:45 AM 6 19 0 0 25 0 0 0 0 0 0 16 2 1 18 4 0 4 0 8 1 51 52 Total 20 41 0 0 61 0 0 0 0 0 0 51 13 2 64 18 2 15 5 35 7 160 167 08:00 AM 7 13 0 0 20 0 0 0 0 0 0 6 7 0 13 6 0 2 0 8 0 41 41 08:15 AM 7 18 0 0 25 0 0 0 0 0 0 11 4 1 15 7 1 8 2 16 3 56 59 08:30 AM 1 8 0 0 9 0 0 0 0 0 0 8 4 1 12 5 0 9 2 14 3 35 38 08:45 AM 6 6 0 0 12 0 0 0 0 0 0 18 4 0 22 5 0 7 1 12 1 46 47 Total 21 45 0 0 66 0 0 0 0 0 0 43 19 2 62 23 1 26 5 50 7 178 185 Grand Total 41 86 0 0 127 0 0 0 0 0 0 94 32 4 126 41 3 41 10 85 14 338 352 Apprch %32.3 67.7 0 0 0 0 0 74.6 25.4 48.2 3.5 48.2 Total %12.1 25.4 0 37.6 0 0 0 0 0 27.8 9.5 37.3 12.1 0.9 12.1 25.1 4 96 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 5 6 0 11 0 0 0 0 0 7 2 9 3 1 7 11 31 07:45 AM 6 19 0 25 0 0 0 0 0 16 2 18 4 0 4 8 51 08:00 AM 7 13 0 20 0 0 0 0 0 6 7 13 6 0 2 8 41 08:15 AM 7 18 0 25 0 0 0 0 0 11 4 15 7 1 8 16 56 Total Volume 25 56 0 81 0 0 0 0 0 40 15 55 20 2 21 43 179 % App. Total 30.9 69.1 0 0 0 0 0 72.7 27.3 46.5 4.7 48.8 PHF .893 .737 .000 .810 .000 .000 .000 .000 .000 .625 .536 .764 .714 .500 .656 .672 .799 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-51 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 56 Left 25 InOut Total 60 81 141 Right0 Thru0 Left0 OutTotalIn42 0 42 Left 0 Thru 40 Right 15 Out TotalIn 77 55 132 Left20 Thru2 Right21 TotalOutIn0 43 43 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-52 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.5 6 0 11 0 0 0 0 0 7 2 9 3 1 7 11 +15 mins.6 19 0 25 0 0 0 0 0 16 2 18 4 0 4 8 +30 mins.7 13 0 20 0 0 0 0 0 6 7 13 6 0 2 8 +45 mins.7 18 0 25 0 0 0 0 0 11 4 15 7 1 8 16 Total Volume 25 56 0 81 0 0 0 0 0 40 15 55 20 2 21 43 % App. Total 30.9 69.1 0 0 0 0 0 72.7 27.3 46.5 4.7 48.8 PHF .893 .737 .000 .810 .000 .000 .000 .000 .000 .625 .536 .764 .714 .500 .656 .672 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-53 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 6 17 0 0 23 0 0 0 0 0 0 1 3 0 4 6 0 6 2 12 2 39 41 07:15 AM 3 11 0 0 14 0 0 0 0 0 0 12 3 0 15 2 0 5 1 7 1 36 37 07:30 AM 1 12 0 0 13 0 0 0 0 0 0 10 7 0 17 2 0 3 1 5 1 35 36 07:45 AM 11 6 0 0 17 0 0 0 0 0 0 8 6 1 14 4 0 3 0 7 1 38 39 Total 21 46 0 0 67 0 0 0 0 0 0 31 19 1 50 14 0 17 4 31 5 148 153 08:00 AM 8 23 0 0 31 0 0 0 0 0 0 3 6 0 9 7 0 7 2 14 2 54 56 08:15 AM 6 19 0 0 25 0 0 0 0 0 0 7 8 0 15 5 0 9 0 14 0 54 54 08:30 AM 9 9 0 0 18 0 0 0 0 0 0 7 10 0 17 5 0 2 0 7 0 42 42 08:45 AM 13 15 0 0 28 0 0 0 0 0 0 3 9 1 12 3 0 8 0 11 1 51 52 Total 36 66 0 0 102 0 0 0 0 0 0 20 33 1 53 20 0 26 2 46 3 201 204 Grand Total 57 112 0 0 169 0 0 0 0 0 0 51 52 2 103 34 0 43 6 77 8 349 357 Apprch %33.7 66.3 0 0 0 0 0 49.5 50.5 44.2 0 55.8 Total %16.3 32.1 0 48.4 0 0 0 0 0 14.6 14.9 29.5 9.7 0 12.3 22.1 2.2 97.8 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 12 0 13 0 0 0 0 0 10 7 17 2 0 3 5 35 07:45 AM 11 6 0 17 0 0 0 0 0 8 6 14 4 0 3 7 38 08:00 AM 8 23 0 31 0 0 0 0 0 3 6 9 7 0 7 14 54 08:15 AM 6 19 0 25 0 0 0 0 0 7 8 15 5 0 9 14 54 Total Volume 26 60 0 86 0 0 0 0 0 28 27 55 18 0 22 40 181 % App. Total 30.2 69.8 0 0 0 0 0 50.9 49.1 45 0 55 PHF .591 .652 .000 .694 .000 .000 .000 .000 .000 .700 .844 .809 .643 .000 .611 .714 .838 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-54 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 60 Left 26 InOut Total 46 86 132 Right0 Thru0 Left0 OutTotalIn53 0 53 Left 0 Thru 28 Right 27 Out TotalIn 82 55 137 Left18 Thru0 Right22 TotalOutIn0 40 40 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-55 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.1 12 0 13 0 0 0 0 0 10 7 17 2 0 3 5 +15 mins.11 6 0 17 0 0 0 0 0 8 6 14 4 0 3 7 +30 mins.8 23 0 31 0 0 0 0 0 3 6 9 7 0 7 14 +45 mins.6 19 0 25 0 0 0 0 0 7 8 15 5 0 9 14 Total Volume 26 60 0 86 0 0 0 0 0 28 27 55 18 0 22 40 % App. Total 30.2 69.8 0 0 0 0 0 50.9 49.1 45 0 55 PHF .591 .652 .000 .694 .000 .000 .000 .000 .000 .700 .844 .809 .643 .000 .611 .714 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-56 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 12 12 0 0 24 0 0 0 0 0 0 19 13 0 32 7 0 11 2 18 2 74 76 07:15 AM 13 19 0 0 32 0 0 0 0 0 0 32 6 1 38 4 0 17 1 21 2 91 93 07:30 AM 12 14 0 0 26 0 0 0 0 0 0 23 13 0 36 10 0 13 3 23 3 85 88 07:45 AM 11 15 0 0 26 0 0 0 0 0 0 19 16 2 35 5 0 13 0 18 2 79 81 Total 48 60 0 0 108 0 0 0 0 0 0 93 48 3 141 26 0 54 6 80 9 329 338 08:00 AM 11 16 0 0 27 0 0 0 0 0 0 11 15 1 26 6 0 22 0 28 1 81 82 08:15 AM 17 17 0 0 34 0 0 0 0 0 0 25 14 2 39 8 0 24 1 32 3 105 108 08:30 AM 21 24 0 0 45 0 0 0 0 0 0 22 14 0 36 10 0 19 1 29 1 110 111 08:45 AM 10 15 0 0 25 0 0 0 0 0 0 22 14 2 36 11 0 23 1 34 3 95 98 Total 59 72 0 0 131 0 0 0 0 0 0 80 57 5 137 35 0 88 3 123 8 391 399 Grand Total 107 132 0 0 239 0 0 0 0 0 0 173 105 8 278 61 0 142 9 203 17 720 737 Apprch %44.8 55.2 0 0 0 0 0 62.2 37.8 30 0 70 Total %14.9 18.3 0 33.2 0 0 0 0 0 24 14.6 38.6 8.5 0 19.7 28.2 2.3 97.7 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 12 14 0 26 0 0 0 0 0 23 13 36 10 0 13 23 85 07:45 AM 11 15 0 26 0 0 0 0 0 19 16 35 5 0 13 18 79 08:00 AM 11 16 0 27 0 0 0 0 0 11 15 26 6 0 22 28 81 08:15 AM 17 17 0 34 0 0 0 0 0 25 14 39 8 0 24 32 105 Total Volume 51 62 0 113 0 0 0 0 0 78 58 136 29 0 72 101 350 % App. Total 45.1 54.9 0 0 0 0 0 57.4 42.6 28.7 0 71.3 PHF .750 .912 .000 .831 .000 .000 .000 .000 .000 .780 .906 .872 .725 .000 .750 .789 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-57 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 62 Left 51 InOut Total 107 113 220 Right0 Thru0 Left0 OutTotalIn109 0 109 Left 0 Thru 78 Right 58 Out TotalIn 134 136 270 Left29 Thru0 Right72 TotalOutIn0 101 101 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-58 File Name : 02_FON_Cher_10E AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.12 14 0 26 0 0 0 0 0 23 13 36 10 0 13 23 +15 mins.11 15 0 26 0 0 0 0 0 19 16 35 5 0 13 18 +30 mins.11 16 0 27 0 0 0 0 0 11 15 26 6 0 22 28 +45 mins.17 17 0 34 0 0 0 0 0 25 14 39 8 0 24 32 Total Volume 51 62 0 113 0 0 0 0 0 78 58 136 29 0 72 101 % App. Total 45.1 54.9 0 0 0 0 0 57.4 42.6 28.7 0 71.3 PHF .750 .912 .000 .831 .000 .000 .000 .000 .000 .780 .906 .872 .725 .000 .750 .789 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-59 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 124 260 0 0 384 0 0 0 0 0 0 225 67 14 292 107 9 85 21 201 35 877 912 04:15 PM 121 225 0 0 346 0 0 0 0 0 0 228 83 10 311 91 8 118 28 217 38 874 912 04:30 PM 128 252 0 0 380 0 0 0 0 0 0 231 70 3 301 123 11 102 21 236 24 917 941 04:45 PM 118 263 0 0 381 0 0 0 0 0 0 256 107 8 363 98 12 107 17 217 25 961 986 Total 491 1000 0 0 1491 0 0 0 0 0 0 940 327 35 1267 419 40 412 87 871 122 3629 3751 05:00 PM 119 251 0 0 370 0 0 0 0 0 0 253 93 4 346 103 7 96 18 206 22 922 944 05:15 PM 135 249 0 0 384 0 0 0 0 0 0 230 84 5 314 94 17 91 18 202 23 900 923 05:30 PM 120 235 0 0 355 0 0 0 0 0 0 223 81 9 304 130 9 113 16 252 25 911 936 05:45 PM 85 208 0 0 293 0 0 0 0 0 0 168 79 7 247 111 10 113 14 234 21 774 795 Total 459 943 0 0 1402 0 0 0 0 0 0 874 337 25 1211 438 43 413 66 894 91 3507 3598 Grand Total 950 1943 0 0 2893 0 0 0 0 0 0 1814 664 60 2478 857 83 825 153 1765 213 7136 7349 Apprch %32.8 67.2 0 0 0 0 0 73.2 26.8 48.6 4.7 46.7 Total %13.3 27.2 0 40.5 0 0 0 0 0 25.4 9.3 34.7 12 1.2 11.6 24.7 2.9 97.1 Passenger Vehicles 813 1621 0 2434 0 0 0 0 0 1575 573 2207 778 78 686 1680 0 0 6321 % Passenger Vehicles 85.6 83.4 0 0 84.1 0 0 0 0 0 0 86.8 86.3 98.3 87 90.8 94 83.2 90.2 87.6 0 0 86 Large 2 Axle Vehicles 18 65 0 83 0 0 0 0 0 63 15 79 20 5 34 63 0 0 225 % Large 2 Axle Vehicles 1.9 3.3 0 0 2.9 0 0 0 0 0 0 3.5 2.3 1.7 3.1 2.3 6 4.1 2.6 3.3 0 0 3.1 3 Axle Vehicles 43 114 0 157 0 0 0 0 0 67 23 90 20 0 16 39 0 0 286 % 3 Axle Vehicles 4.5 5.9 0 0 5.4 0 0 0 0 0 0 3.7 3.5 0 3.5 2.3 0 1.9 2 2 0 0 3.9 4+ Axle Trucks 76 143 0 219 0 0 0 0 0 109 53 162 39 0 89 136 0 0 517 % 4+ Axle Trucks 8 7.4 0 0 7.6 0 0 0 0 0 0 6 8 0 6.4 4.6 0 10.8 5.2 7.1 0 0 7 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 128 252 0 380 0 0 0 0 0 231 70 301 123 11 102 236 917 04:45 PM 118 263 0 381 0 0 0 0 0 256 107 363 98 12 107 217 961 05:00 PM 119 251 0 370 0 0 0 0 0 253 93 346 103 7 96 206 922 05:15 PM 135 249 0 384 0 0 0 0 0 230 84 314 94 17 91 202 900 Total Volume 500 1015 0 1515 0 0 0 0 0 970 354 1324 418 47 396 861 3700 % App. Total 33 67 0 0 0 0 0 73.3 26.7 48.5 5.5 46 PHF .926 .965 .000 .986 .000 .000 .000 .000 .000 .947 .827 .912 .850 .691 .925 .912 .963 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-60 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 1015 Left 500 InOut Total 1388 1515 2903 Right0 Thru0 Left0 OutTotalIn901 0 901 Left 0 Thru 970 Right 354 Out TotalIn 1411 1324 2735 Left418 Thru47 Right396 TotalOutIn0 861 861 Peak Hour Begins at 04:30 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-61 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 04:30 PM 04:00 PM 04:45 PM 05:00 PM +0 mins.128 252 0 380 0 0 0 0 0 256 107 363 103 7 96 206 +15 mins.118 263 0 381 0 0 0 0 0 253 93 346 94 17 91 202 +30 mins.119 251 0 370 0 0 0 0 0 230 84 314 130 9 113 252 +45 mins.135 249 0 384 0 0 0 0 0 223 81 304 111 10 113 234 Total Volume 500 1015 0 1515 0 0 0 0 0 962 365 1327 438 43 413 894 % App. Total 33 67 0 0 0 0 0 72.5 27.5 49 4.8 46.2 PHF .926 .965 .000 .986 .000 .000 .000 .000 .000 .939 .853 .914 .842 .632 .914 .887 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-62 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 110 208 0 0 318 0 0 0 0 0 0 189 60 14 249 92 9 70 20 171 34 738 772 04:15 PM 107 182 0 0 289 0 0 0 0 0 0 196 70 9 266 82 7 89 25 178 34 733 767 04:30 PM 111 216 0 0 327 0 0 0 0 0 0 199 60 3 259 109 10 80 17 199 20 785 805 04:45 PM 100 223 0 0 323 0 0 0 0 0 0 217 97 8 314 89 12 92 16 193 24 830 854 Total 428 829 0 0 1257 0 0 0 0 0 0 801 287 34 1088 372 38 331 78 741 112 3086 3198 05:00 PM 103 201 0 0 304 0 0 0 0 0 0 230 78 4 308 99 6 85 15 190 19 802 821 05:15 PM 107 212 0 0 319 0 0 0 0 0 0 203 69 5 272 86 16 81 18 183 23 774 797 05:30 PM 100 202 0 0 302 0 0 0 0 0 0 196 68 9 264 120 8 93 16 221 25 787 812 05:45 PM 75 177 0 0 252 0 0 0 0 0 0 145 71 7 216 101 10 96 11 207 18 675 693 Total 385 792 0 0 1177 0 0 0 0 0 0 774 286 25 1060 406 40 355 60 801 85 3038 3123 Grand Total 813 1621 0 0 2434 0 0 0 0 0 0 1575 573 59 2148 778 78 686 138 1542 197 6124 6321 Apprch %33.4 66.6 0 0 0 0 0 73.3 26.7 50.5 5.1 44.5 Total %13.3 26.5 0 39.7 0 0 0 0 0 25.7 9.4 35.1 12.7 1.3 11.2 25.2 3.1 96.9 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 111 216 0 327 0 0 0 0 0 199 60 259 109 10 80 199 785 04:45 PM 100 223 0 323 0 0 0 0 0 217 97 314 89 12 92 193 830 05:00 PM 103 201 0 304 0 0 0 0 0 230 78 308 99 6 85 190 802 05:15 PM 107 212 0 319 0 0 0 0 0 203 69 272 86 16 81 183 774 Total Volume 421 852 0 1273 0 0 0 0 0 849 304 1153 383 44 338 765 3191 % App. Total 33.1 66.9 0 0 0 0 0 73.6 26.4 50.1 5.8 44.2 PHF .948 .955 .000 .973 .000 .000 .000 .000 .000 .923 .784 .918 .878 .688 .918 .961 .961 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-63 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 852 Left 421 InOut Total 1232 1273 2505 Right0 Thru0 Left0 OutTotalIn769 0 769 Left 0 Thru 849 Right 304 Out TotalIn 1190 1153 2343 Left383 Thru44 Right338 TotalOutIn0 765 765 Peak Hour Begins at 04:30 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-64 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.111 216 0 327 0 0 0 0 0 199 60 259 109 10 80 199 +15 mins.100 223 0 323 0 0 0 0 0 217 97 314 89 12 92 193 +30 mins.103 201 0 304 0 0 0 0 0 230 78 308 99 6 85 190 +45 mins.107 212 0 319 0 0 0 0 0 203 69 272 86 16 81 183 Total Volume 421 852 0 1273 0 0 0 0 0 849 304 1153 383 44 338 765 % App. Total 33.1 66.9 0 0 0 0 0 73.6 26.4 50.1 5.8 44.2 PHF .948 .955 .000 .973 .000 .000 .000 .000 .000 .923 .784 .918 .878 .688 .918 .961 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-65 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 14 0 0 16 0 0 0 0 0 0 12 1 0 13 1 0 1 0 2 0 31 31 04:15 PM 1 12 0 0 13 0 0 0 0 0 0 6 5 1 11 0 1 8 1 9 2 33 35 04:30 PM 2 6 0 0 8 0 0 0 0 0 0 7 1 0 8 6 1 8 2 15 2 31 33 04:45 PM 3 5 0 0 8 0 0 0 0 0 0 15 1 0 16 2 0 2 0 4 0 28 28 Total 8 37 0 0 45 0 0 0 0 0 0 40 8 1 48 9 2 19 3 30 4 123 127 05:00 PM 3 15 0 0 18 0 0 0 0 0 0 8 2 0 10 1 1 3 0 5 0 33 33 05:15 PM 2 6 0 0 8 0 0 0 0 0 0 2 3 0 5 3 1 6 0 10 0 23 23 05:30 PM 5 6 0 0 11 0 0 0 0 0 0 7 1 0 8 3 1 3 0 7 0 26 26 05:45 PM 0 1 0 0 1 0 0 0 0 0 0 6 1 0 7 4 0 3 1 7 1 15 16 Total 10 28 0 0 38 0 0 0 0 0 0 23 7 0 30 11 3 15 1 29 1 97 98 Grand Total 18 65 0 0 83 0 0 0 0 0 0 63 15 1 78 20 5 34 4 59 5 220 225 Apprch %21.7 78.3 0 0 0 0 0 80.8 19.2 33.9 8.5 57.6 Total %8.2 29.5 0 37.7 0 0 0 0 0 28.6 6.8 35.5 9.1 2.3 15.5 26.8 2.2 97.8 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 2 6 0 8 0 0 0 0 0 7 1 8 6 1 8 15 31 04:45 PM 3 5 0 8 0 0 0 0 0 15 1 16 2 0 2 4 28 05:00 PM 3 15 0 18 0 0 0 0 0 8 2 10 1 1 3 5 33 05:15 PM 2 6 0 8 0 0 0 0 0 2 3 5 3 1 6 10 23 Total Volume 10 32 0 42 0 0 0 0 0 32 7 39 12 3 19 34 115 % App. Total 23.8 76.2 0 0 0 0 0 82.1 17.9 35.3 8.8 55.9 PHF .833 .533 .000 .583 .000 .000 .000 .000 .000 .533 .583 .609 .500 .750 .594 .567 .871 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-66 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 32 Left 10 InOut Total 44 42 86 Right0 Thru0 Left0 OutTotalIn20 0 20 Left 0 Thru 32 Right 7 Out TotalIn 51 39 90 Left12 Thru3 Right19 TotalOutIn0 34 34 Peak Hour Begins at 04:30 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-67 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.2 6 0 8 0 0 0 0 0 7 1 8 6 1 8 15 +15 mins.3 5 0 8 0 0 0 0 0 15 1 16 2 0 2 4 +30 mins.3 15 0 18 0 0 0 0 0 8 2 10 1 1 3 5 +45 mins.2 6 0 8 0 0 0 0 0 2 3 5 3 1 6 10 Total Volume 10 32 0 42 0 0 0 0 0 32 7 39 12 3 19 34 % App. Total 23.8 76.2 0 0 0 0 0 82.1 17.9 35.3 8.8 55.9 PHF .833 .533 .000 .583 .000 .000 .000 .000 .000 .533 .583 .609 .500 .750 .594 .567 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-68 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 5 21 0 0 26 0 0 0 0 0 0 8 1 0 9 4 0 2 0 6 0 41 41 04:15 PM 4 16 0 0 20 0 0 0 0 0 0 10 1 0 11 1 0 2 0 3 0 34 34 04:30 PM 6 14 0 0 20 0 0 0 0 0 0 6 2 0 8 4 0 4 0 8 0 36 36 04:45 PM 3 19 0 0 22 0 0 0 0 0 0 14 6 0 20 2 0 1 0 3 0 45 45 Total 18 70 0 0 88 0 0 0 0 0 0 38 10 0 48 11 0 9 0 20 0 156 156 05:00 PM 5 15 0 0 20 0 0 0 0 0 0 4 5 0 9 1 0 3 2 4 2 33 35 05:15 PM 11 13 0 0 24 0 0 0 0 0 0 9 2 0 11 2 0 0 0 2 0 37 37 05:30 PM 5 5 0 0 10 0 0 0 0 0 0 11 4 0 15 3 0 1 0 4 0 29 29 05:45 PM 4 11 0 0 15 0 0 0 0 0 0 5 2 0 7 3 0 3 1 6 1 28 29 Total 25 44 0 0 69 0 0 0 0 0 0 29 13 0 42 9 0 7 3 16 3 127 130 Grand Total 43 114 0 0 157 0 0 0 0 0 0 67 23 0 90 20 0 16 3 36 3 283 286 Apprch %27.4 72.6 0 0 0 0 0 74.4 25.6 55.6 0 44.4 Total %15.2 40.3 0 55.5 0 0 0 0 0 23.7 8.1 31.8 7.1 0 5.7 12.7 1 99 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 6 14 0 20 0 0 0 0 0 6 2 8 4 0 4 8 36 04:45 PM 3 19 0 22 0 0 0 0 0 14 6 20 2 0 1 3 45 05:00 PM 5 15 0 20 0 0 0 0 0 4 5 9 1 0 3 4 33 05:15 PM 11 13 0 24 0 0 0 0 0 9 2 11 2 0 0 2 37 Total Volume 25 61 0 86 0 0 0 0 0 33 15 48 9 0 8 17 151 % App. Total 29.1 70.9 0 0 0 0 0 68.8 31.2 52.9 0 47.1 PHF .568 .803 .000 .896 .000 .000 .000 .000 .000 .589 .625 .600 .563 .000 .500 .531 .839 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-69 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 61 Left 25 InOut Total 42 86 128 Right0 Thru0 Left0 OutTotalIn40 0 40 Left 0 Thru 33 Right 15 Out TotalIn 69 48 117 Left9 Thru0 Right8 TotalOutIn0 17 17 Peak Hour Begins at 04:30 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-70 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.6 14 0 20 0 0 0 0 0 6 2 8 4 0 4 8 +15 mins.3 19 0 22 0 0 0 0 0 14 6 20 2 0 1 3 +30 mins.5 15 0 20 0 0 0 0 0 4 5 9 1 0 3 4 +45 mins.11 13 0 24 0 0 0 0 0 9 2 11 2 0 0 2 Total Volume 25 61 0 86 0 0 0 0 0 33 15 48 9 0 8 17 % App. Total 29.1 70.9 0 0 0 0 0 68.8 31.2 52.9 0 47.1 PHF .568 .803 .000 .896 .000 .000 .000 .000 .000 .589 .625 .600 .563 .000 .500 .531 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-71 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 Eastbound Off Ramp Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 7 17 0 0 24 0 0 0 0 0 0 16 5 0 21 10 0 12 1 22 1 67 68 04:15 PM 9 15 0 0 24 0 0 0 0 0 0 16 7 0 23 8 0 19 2 27 2 74 76 04:30 PM 9 16 0 0 25 0 0 0 0 0 0 19 7 0 26 4 0 10 2 14 2 65 67 04:45 PM 12 16 0 0 28 0 0 0 0 0 0 10 3 0 13 5 0 12 1 17 1 58 59 Total 37 64 0 0 101 0 0 0 0 0 0 61 22 0 83 27 0 53 6 80 6 264 270 05:00 PM 8 20 0 0 28 0 0 0 0 0 0 11 8 0 19 2 0 5 1 7 1 54 55 05:15 PM 15 18 0 0 33 0 0 0 0 0 0 16 10 0 26 3 0 4 0 7 0 66 66 05:30 PM 10 22 0 0 32 0 0 0 0 0 0 9 8 0 17 4 0 16 0 20 0 69 69 05:45 PM 6 19 0 0 25 0 0 0 0 0 0 12 5 0 17 3 0 11 1 14 1 56 57 Total 39 79 0 0 118 0 0 0 0 0 0 48 31 0 79 12 0 36 2 48 2 245 247 Grand Total 76 143 0 0 219 0 0 0 0 0 0 109 53 0 162 39 0 89 8 128 8 509 517 Apprch %34.7 65.3 0 0 0 0 0 67.3 32.7 30.5 0 69.5 Total %14.9 28.1 0 43 0 0 0 0 0 21.4 10.4 31.8 7.7 0 17.5 25.1 1.5 98.5 Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 9 16 0 25 0 0 0 0 0 19 7 26 4 0 10 14 65 04:45 PM 12 16 0 28 0 0 0 0 0 10 3 13 5 0 12 17 58 05:00 PM 8 20 0 28 0 0 0 0 0 11 8 19 2 0 5 7 54 05:15 PM 15 18 0 33 0 0 0 0 0 16 10 26 3 0 4 7 66 Total Volume 44 70 0 114 0 0 0 0 0 56 28 84 14 0 31 45 243 % App. Total 38.6 61.4 0 0 0 0 0 66.7 33.3 31.1 0 68.9 PHF .733 .875 .000 .864 .000 .000 .000 .000 .000 .737 .700 .808 .700 .000 .646 .662 .920 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-72 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue I-10 Eastbound Off Ramp I-10 Eastbound On Ramp Cherry Avenue Right 0 Thru 70 Left 44 InOut Total 70 114 184 Right0 Thru0 Left0 OutTotalIn72 0 72 Left 0 Thru 56 Right 28 Out TotalIn 101 84 185 Left14 Thru0 Right31 TotalOutIn0 45 45 Peak Hour Begins at 04:30 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-73 File Name : 02_FON_Cher_10E PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: I-10 Eastbound Ramps Weather: Clear Cherry Avenue Southbound I-10 Eastbound On Ramp Westbound Cherry Avenue Northbound I-10 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 Each Approach Begins at: 04:30 PM 04:30 PM 04:30 PM 04:30 PM +0 mins.9 16 0 25 0 0 0 0 0 19 7 26 4 0 10 14 +15 mins.12 16 0 28 0 0 0 0 0 10 3 13 5 0 12 17 +30 mins.8 20 0 28 0 0 0 0 0 11 8 19 2 0 5 7 +45 mins.15 18 0 33 0 0 0 0 0 16 10 26 3 0 4 7 Total Volume 44 70 0 114 0 0 0 0 0 56 28 84 14 0 31 45 % App. Total 38.6 61.4 0 0 0 0 0 66.7 33.3 31.1 0 68.9 PHF .733 .875 .000 .864 .000 .000 .000 .000 .000 .737 .700 .808 .700 .000 .646 .662 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-74 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Cherry Avenue I‐10 EB Ramps Cherry Avenue I‐10 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Cherry Avenue I‐10 EB Ramps Cherry Avenue I‐10 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 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 Cherry Avenue I‐10 EB Ramps PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-75 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000001 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000030002 5 000000000000 0 000000030003 6 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 I‐10 EB Ramps TOTAL VOLUMES: Cherry Avenue I‐10 EB Ramps Cherry Avenue I‐10 EB Ramps Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Cherry Avenue I‐10 EB Ramps Cherry 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 I‐10 EB Ramps Cherry Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-76 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 5 0 2 2 7 16 93 3 0 112 5 1 12 9 18 1 70 3 0 74 11 211 222 07:15 AM 2 1 0 0 3 25 96 6 0 127 10 0 12 9 22 0 65 11 2 76 11 228 239 07:30 AM 4 1 3 2 8 22 127 7 0 156 8 0 9 6 17 2 64 4 2 70 10 251 261 07:45 AM 3 0 4 3 7 17 112 7 0 136 10 3 18 16 31 3 90 3 0 96 19 270 289 Total 14 2 9 7 25 80 428 23 0 531 33 4 51 40 88 6 289 21 4 316 51 960 1011 08:00 AM 9 0 2 1 11 17 101 14 0 132 5 1 22 17 28 3 79 2 0 84 18 255 273 08:15 AM 2 2 4 2 8 12 74 4 0 90 1 3 17 14 21 1 93 4 0 98 16 217 233 08:30 AM 2 2 3 1 7 9 99 3 0 111 4 2 28 18 34 2 98 4 0 104 19 256 275 08:45 AM 10 1 1 1 12 7 67 6 0 80 7 3 15 10 25 6 87 1 0 94 11 211 222 Total 23 5 10 5 38 45 341 27 0 413 17 9 82 59 108 12 357 11 0 380 64 939 1003 Grand Total 37 7 19 12 63 125 769 50 0 944 50 13 133 99 196 18 646 32 4 696 115 1899 2014 Apprch %58.7 11.1 30.2 13.2 81.5 5.3 25.5 6.6 67.9 2.6 92.8 4.6 Total %1.9 0.4 1 3.3 6.6 40.5 2.6 49.7 2.6 0.7 7 10.3 0.9 34 1.7 36.7 5.7 94.3 Passenger Vehicles 32 7 13 62 111 576 44 731 34 12 106 233 14 487 27 532 0 0 1558 % Passenger Vehicles 86.5 100 68.4 83.3 82.7 88.8 74.9 88 0 77.4 68 92.3 79.7 81.8 79 77.8 75.4 84.4 100 76 0 0 77.4 Large 2 Axle Vehicles 2 0 1 4 4 51 2 57 2 0 3 7 0 40 0 40 0 0 108 % Large 2 Axle Vehicles 5.4 0 5.3 8.3 5.3 3.2 6.6 4 0 6 4 0 2.3 2 2.4 0 6.2 0 0 5.7 0 0 5.4 3 Axle Vehicles 1 0 2 4 1 45 0 46 1 0 6 10 0 34 2 36 0 0 96 % 3 Axle Vehicles 2.7 0 10.5 8.3 5.3 0.8 5.9 0 0 4.9 2 0 4.5 3 3.4 0 5.3 6.2 0 5.1 0 0 4.8 4+ Axle Trucks 2 0 3 5 9 97 4 110 13 1 18 45 4 85 3 92 0 0 252 % 4+ Axle Trucks 5.4 0 15.8 0 6.7 7.2 12.6 8 0 11.7 26 7.7 13.5 13.1 15.3 22.2 13.2 9.4 0 13.1 0 0 12.5 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM 07:15 AM 2 1 0 3 25 96 6 127 10 0 12 22 0 65 11 76 228 07:30 AM 4 1 3 8 22 127 7 156 8 0 9 17 2 64 4 70 251 07:45 AM 3 0 4 7 17 112 7 136 10 3 18 31 3 90 3 96 270 08:00 AM 9 0 2 11 17 101 14 132 5 1 22 28 3 79 2 84 255 Total Volume 18 2 9 29 81 436 34 551 33 4 61 98 8 298 20 326 1004 % App. Total 62.1 6.9 31 14.7 79.1 6.2 33.7 4.1 62.2 2.5 91.4 6.1 PHF .500 .500 .563 .659 .810 .858 .607 .883 .825 .333 .693 .790 .667 .828 .455 .849 .930 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-77 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 9 Thru 2 Left 18 InOut Total 46 29 75 Right34 Thru436 Left81 OutTotalIn377 551 928 Left 33 Thru 4 Right 61 Out TotalIn 103 98 201 Left8 Thru298 Right20 TotalOutIn478 326 804 Peak Hour Begins at 07:15 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-78 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 08:00 AM 07:15 AM 07:45 AM 07:45 AM +0 mins.9 0 2 11 25 96 6 127 10 3 18 31 3 90 3 96 +15 mins.2 2 4 8 22 127 7 156 5 1 22 28 3 79 2 84 +30 mins.2 2 3 7 17 112 7 136 1 3 17 21 1 93 4 98 +45 mins.10 1 1 12 17 101 14 132 4 2 28 34 2 98 4 104 Total Volume 23 5 10 38 81 436 34 551 20 9 85 114 9 360 13 382 % App. Total 60.5 13.2 26.3 14.7 79.1 6.2 17.5 7.9 74.6 2.4 94.2 3.4 PHF .575 .625 .625 .792 .810 .858 .607 .883 .500 .750 .759 .838 .750 .918 .813 .918 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-79 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 4 0 1 1 5 14 75 3 0 92 4 1 9 7 14 1 56 2 0 59 8 170 178 07:15 AM 1 1 0 0 2 22 74 4 0 100 7 0 9 7 16 0 50 9 2 59 9 177 186 07:30 AM 3 1 2 1 6 21 106 6 0 133 4 0 5 3 9 2 46 4 2 52 6 200 206 07:45 AM 3 0 3 3 6 15 82 7 0 104 7 3 18 16 28 3 75 3 0 81 19 219 238 Total 11 2 6 5 19 72 337 20 0 429 22 4 41 33 67 6 227 18 4 251 42 766 808 08:00 AM 9 0 2 1 11 17 77 13 0 107 4 1 17 14 22 3 59 1 0 63 15 203 218 08:15 AM 2 2 2 2 6 11 46 3 0 60 1 3 13 11 17 1 70 3 0 74 13 157 170 08:30 AM 1 2 2 1 5 6 67 3 0 76 2 2 24 16 28 0 77 4 0 81 17 190 207 08:45 AM 9 1 1 1 11 5 49 5 0 59 5 2 11 7 18 4 54 1 0 59 8 147 155 Total 21 5 7 5 33 39 239 24 0 302 12 8 65 48 85 8 260 9 0 277 53 697 750 Grand Total 32 7 13 10 52 111 576 44 0 731 34 12 106 81 152 14 487 27 4 528 95 1463 1558 Apprch %61.5 13.5 25 15.2 78.8 6 22.4 7.9 69.7 2.7 92.2 5.1 Total %2.2 0.5 0.9 3.6 7.6 39.4 3 50 2.3 0.8 7.2 10.4 1 33.3 1.8 36.1 6.1 93.9 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 1 0 2 22 74 4 100 7 0 9 16 0 50 9 59 177 07:30 AM 3 1 2 6 21 106 6 133 4 0 5 9 2 46 4 52 200 07:45 AM 3 0 3 6 15 82 7 104 7 3 18 28 3 75 3 81 219 08:00 AM 9 0 2 11 17 77 13 107 4 1 17 22 3 59 1 63 203 Total Volume 16 2 7 25 75 339 30 444 22 4 49 75 8 230 17 255 799 % App. Total 64 8 28 16.9 76.4 6.8 29.3 5.3 65.3 3.1 90.2 6.7 PHF .444 .500 .583 .568 .852 .800 .577 .835 .786 .333 .681 .670 .667 .767 .472 .787 .912 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-80 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 7 Thru 2 Left 16 InOut Total 42 25 67 Right30 Thru339 Left75 OutTotalIn295 444 739 Left 22 Thru 4 Right 49 Out TotalIn 94 75 169 Left8 Thru230 Right17 TotalOutIn368 255 623 Peak Hour Begins at 07:15 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-81 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.1 1 0 2 22 74 4 100 7 0 9 16 0 50 9 59 +15 mins.3 1 2 6 21 106 6 133 4 0 5 9 2 46 4 52 +30 mins.3 0 3 6 15 82 7 104 7 3 18 28 3 75 3 81 +45 mins.9 0 2 11 17 77 13 107 4 1 17 22 3 59 1 63 Total Volume 16 2 7 25 75 339 30 444 22 4 49 75 8 230 17 255 % App. Total 64 8 28 16.9 76.4 6.8 29.3 5.3 65.3 3.1 90.2 6.7 PHF .444 .500 .583 .568 .852 .800 .577 .835 .786 .333 .681 .670 .667 .767 .472 .787 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-82 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 7 0 0 7 0 12 12 07:15 AM 0 0 0 0 0 1 6 1 0 8 1 0 0 0 1 0 3 0 0 3 0 12 12 07:30 AM 1 0 1 1 2 1 2 0 0 3 0 0 0 0 0 0 3 0 0 3 1 8 9 07:45 AM 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 6 0 0 6 0 16 16 Total 1 0 1 1 2 2 23 1 0 26 1 0 0 0 1 0 19 0 0 19 1 48 49 08:00 AM 0 0 0 0 0 0 5 0 0 5 0 0 2 1 2 0 2 0 0 2 1 9 10 08:15 AM 0 0 0 0 0 1 9 0 0 10 0 0 0 0 0 0 7 0 0 7 0 17 17 08:30 AM 0 0 0 0 0 1 6 0 0 7 1 0 0 0 1 0 6 0 0 6 0 14 14 08:45 AM 1 0 0 0 1 0 8 1 0 9 0 0 1 1 1 0 6 0 0 6 1 17 18 Total 1 0 0 0 1 2 28 1 0 31 1 0 3 2 4 0 21 0 0 21 2 57 59 Grand Total 2 0 1 1 3 4 51 2 0 57 2 0 3 2 5 0 40 0 0 40 3 105 108 Apprch %66.7 0 33.3 7 89.5 3.5 40 0 60 0 100 0 Total %1.9 0 1 2.9 3.8 48.6 1.9 54.3 1.9 0 2.9 4.8 0 38.1 0 38.1 2.8 97.2 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 1 6 1 8 1 0 0 1 0 3 0 3 12 07:30 AM 1 0 1 2 1 2 0 3 0 0 0 0 0 3 0 3 8 07:45 AM 0 0 0 0 0 10 0 10 0 0 0 0 0 6 0 6 16 08:00 AM 0 0 0 0 0 5 0 5 0 0 2 2 0 2 0 2 9 Total Volume 1 0 1 2 2 23 1 26 1 0 2 3 0 14 0 14 45 % App. Total 50 0 50 7.7 88.5 3.8 33.3 0 66.7 0 100 0 PHF .250 .000 .250 .250 .500 .575 .250 .650 .250 .000 .250 .375 .000 .583 .000 .583 .703 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-83 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 1 Thru 0 Left 1 InOut Total 1 2 3 Right1 Thru23 Left2 OutTotalIn17 26 43 Left 1 Thru 0 Right 2 Out TotalIn 2 3 5 Left0 Thru14 Right0 TotalOutIn25 14 39 Peak Hour Begins at 07:15 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-84 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.0 0 0 0 1 6 1 8 1 0 0 1 0 3 0 3 +15 mins.1 0 1 2 1 2 0 3 0 0 0 0 0 3 0 3 +30 mins.0 0 0 0 0 10 0 10 0 0 0 0 0 6 0 6 +45 mins.0 0 0 0 0 5 0 5 0 0 2 2 0 2 0 2 Total Volume 1 0 1 2 2 23 1 26 1 0 2 3 0 14 0 14 % App. Total 50 0 50 7.7 88.5 3.8 33.3 0 66.7 0 100 0 PHF .250 .000 .250 .250 .500 .575 .250 .650 .250 .000 .250 .375 .000 .583 .000 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-85 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 0 1 1 2 0 4 0 0 4 0 0 0 0 0 0 2 1 0 3 1 9 10 07:15 AM 0 0 0 0 0 0 5 0 0 5 1 0 2 1 3 0 3 1 0 4 1 12 13 07:30 AM 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 5 0 0 5 0 11 11 07:45 AM 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 0 9 9 Total 1 0 2 1 3 0 21 0 0 21 1 0 2 1 3 0 12 2 0 14 2 41 43 08:00 AM 0 0 0 0 0 0 7 0 0 7 0 0 2 1 2 0 5 0 0 5 1 14 15 08:15 AM 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 5 0 0 5 0 13 13 08:30 AM 0 0 0 0 0 0 6 0 0 6 0 0 1 0 1 0 5 0 0 5 0 12 12 08:45 AM 0 0 0 0 0 1 3 0 0 4 0 0 1 1 1 0 7 0 0 7 1 12 13 Total 0 0 0 0 0 1 24 0 0 25 0 0 4 2 4 0 22 0 0 22 2 51 53 Grand Total 1 0 2 1 3 1 45 0 0 46 1 0 6 3 7 0 34 2 0 36 4 92 96 Apprch %33.3 0 66.7 2.2 97.8 0 14.3 0 85.7 0 94.4 5.6 Total %1.1 0 2.2 3.3 1.1 48.9 0 50 1.1 0 6.5 7.6 0 37 2.2 39.1 4.2 95.8 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 5 0 5 1 0 2 3 0 3 1 4 12 07:30 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 5 0 5 11 07:45 AM 0 0 1 1 0 6 0 6 0 0 0 0 0 2 0 2 9 08:00 AM 0 0 0 0 0 7 0 7 0 0 2 2 0 5 0 5 14 Total Volume 0 0 1 1 0 24 0 24 1 0 4 5 0 15 1 16 46 % App. Total 0 0 100 0 100 0 20 0 80 0 93.8 6.2 PHF .000 .000 .250 .250 .000 .857 .000 .857 .250 .000 .500 .417 .000 .750 .250 .800 .821 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-86 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 1 Thru 0 Left 0 InOut Total 0 1 1 Right0 Thru24 Left0 OutTotalIn19 24 43 Left 1 Thru 0 Right 4 Out TotalIn 1 5 6 Left0 Thru15 Right1 TotalOutIn26 16 42 Peak Hour Begins at 07:15 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-87 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.0 0 0 0 0 5 0 5 1 0 2 3 0 3 1 4 +15 mins.0 0 0 0 0 6 0 6 0 0 0 0 0 5 0 5 +30 mins.0 0 1 1 0 6 0 6 0 0 0 0 0 2 0 2 +45 mins.0 0 0 0 0 7 0 7 0 0 2 2 0 5 0 5 Total Volume 0 0 1 1 0 24 0 24 1 0 4 5 0 15 1 16 % App. Total 0 0 100 0 100 0 20 0 80 0 93.8 6.2 PHF .000 .000 .250 .250 .000 .857 .000 .857 .250 .000 .500 .417 .000 .750 .250 .800 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-88 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 2 9 0 0 11 1 0 3 2 4 0 5 0 0 5 2 20 22 07:15 AM 1 0 0 0 1 2 11 1 0 14 1 0 1 1 2 0 9 1 0 10 1 27 28 07:30 AM 0 0 0 0 0 0 13 1 0 14 4 0 4 3 8 0 10 0 0 10 3 32 35 07:45 AM 0 0 0 0 0 2 14 0 0 16 3 0 0 0 3 0 7 0 0 7 0 26 26 Total 1 0 0 0 1 6 47 2 0 55 9 0 8 6 17 0 31 1 0 32 6 105 111 08:00 AM 0 0 0 0 0 0 12 1 0 13 1 0 1 1 2 0 13 1 0 14 1 29 30 08:15 AM 0 0 2 0 2 0 11 1 0 12 0 0 4 3 4 0 11 1 0 12 3 30 33 08:30 AM 1 0 1 0 2 2 20 0 0 22 1 0 3 2 4 2 10 0 0 12 2 40 42 08:45 AM 0 0 0 0 0 1 7 0 0 8 2 1 2 1 5 2 20 0 0 22 1 35 36 Total 1 0 3 0 4 3 50 2 0 55 4 1 10 7 15 4 54 2 0 60 7 134 141 Grand Total 2 0 3 0 5 9 97 4 0 110 13 1 18 13 32 4 85 3 0 92 13 239 252 Apprch %40 0 60 8.2 88.2 3.6 40.6 3.1 56.2 4.3 92.4 3.3 Total %0.8 0 1.3 2.1 3.8 40.6 1.7 46 5.4 0.4 7.5 13.4 1.7 35.6 1.3 38.5 5.2 94.8 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 0 0 1 2 11 1 14 1 0 1 2 0 9 1 10 27 07:30 AM 0 0 0 0 0 13 1 14 4 0 4 8 0 10 0 10 32 07:45 AM 0 0 0 0 2 14 0 16 3 0 0 3 0 7 0 7 26 08:00 AM 0 0 0 0 0 12 1 13 1 0 1 2 0 13 1 14 29 Total Volume 1 0 0 1 4 50 3 57 9 0 6 15 0 39 2 41 114 % App. Total 100 0 0 7 87.7 5.3 60 0 40 0 95.1 4.9 PHF .250 .000 .000 .250 .500 .893 .750 .891 .563 .000 .375 .469 .000 .750 .500 .732 .891 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-89 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 0 Thru 0 Left 1 InOut Total 3 1 4 Right3 Thru50 Left4 OutTotalIn46 57 103 Left 9 Thru 0 Right 6 Out TotalIn 6 15 21 Left0 Thru39 Right2 TotalOutIn59 41 100 Peak Hour Begins at 07:15 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-90 File Name : 02_FON_Live_Slo AM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.1 0 0 1 2 11 1 14 1 0 1 2 0 9 1 10 +15 mins.0 0 0 0 0 13 1 14 4 0 4 8 0 10 0 10 +30 mins.0 0 0 0 2 14 0 16 3 0 0 3 0 7 0 7 +45 mins.0 0 0 0 0 12 1 13 1 0 1 2 0 13 1 14 Total Volume 1 0 0 1 4 50 3 57 9 0 6 15 0 39 2 41 % App. Total 100 0 0 7 87.7 5.3 60 0 40 0 95.1 4.9 PHF .250 .000 .000 .250 .500 .893 .750 .891 .563 .000 .375 .469 .000 .750 .500 .732 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-91 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 5 3 5 2 13 14 102 4 0 120 2 2 31 10 35 3 195 7 1 205 13 373 386 04:15 PM 5 2 2 0 9 15 84 5 0 104 10 1 17 12 28 1 189 5 1 195 13 336 349 04:30 PM 6 0 0 0 6 13 88 4 0 105 3 2 29 17 34 1 171 8 0 180 17 325 342 04:45 PM 11 0 0 0 11 12 99 4 0 115 5 0 20 9 25 2 170 8 0 180 9 331 340 Total 27 5 7 2 39 54 373 17 0 444 20 5 97 48 122 7 725 28 2 760 52 1365 1417 05:00 PM 7 3 1 1 11 11 115 2 0 128 3 2 25 17 30 2 168 6 1 176 19 345 364 05:15 PM 5 0 2 1 7 12 80 3 0 95 2 1 21 16 24 0 181 4 0 185 17 311 328 05:30 PM 6 3 0 0 9 20 88 1 0 109 2 0 19 13 21 0 150 8 0 158 13 297 310 05:45 PM 4 0 1 0 5 11 75 1 0 87 3 0 20 14 23 0 116 9 2 125 16 240 256 Total 22 6 4 2 32 54 358 7 0 419 10 3 85 60 98 2 615 27 3 644 65 1193 1258 Grand Total 49 11 11 4 71 108 731 24 0 863 30 8 182 108 220 9 1340 55 5 1404 117 2558 2675 Apprch %69 15.5 15.5 12.5 84.7 2.8 13.6 3.6 82.7 0.6 95.4 3.9 Total %1.9 0.4 0.4 2.8 4.2 28.6 0.9 33.7 1.2 0.3 7.1 8.6 0.4 52.4 2.2 54.9 4.4 95.6 Passenger Vehicles 46 10 10 70 93 615 23 731 26 8 160 294 8 1161 40 1212 0 0 2307 % Passenger Vehicles 93.9 90.9 90.9 100 93.3 86.1 84.1 95.8 0 84.7 86.7 100 87.9 92.6 89.6 88.9 86.6 72.7 60 86 0 0 86.2 Large 2 Axle Vehicles 2 0 0 2 3 28 0 31 0 0 7 10 0 43 1 44 0 0 87 % Large 2 Axle Vehicles 4.1 0 0 0 2.7 2.8 3.8 0 0 3.6 0 0 3.8 2.8 3 0 3.2 1.8 0 3.1 0 0 3.3 3 Axle Vehicles 1 1 0 2 0 36 0 36 1 0 7 11 0 43 2 46 0 0 95 % 3 Axle Vehicles 2 9.1 0 0 2.7 0 4.9 0 0 4.2 3.3 0 3.8 2.8 3.4 0 3.2 3.6 20 3.3 0 0 3.6 4+ Axle Trucks 0 0 1 1 12 52 1 65 3 0 8 13 1 93 12 107 0 0 186 % 4+ Axle Trucks 0 0 9.1 0 1.3 11.1 7.1 4.2 0 7.5 10 0 4.4 1.9 4 11.1 6.9 21.8 20 7.6 0 0 7 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 5 3 5 13 14 102 4 120 2 2 31 35 3 195 7 205 373 04:15 PM 5 2 2 9 15 84 5 104 10 1 17 28 1 189 5 195 336 04:30 PM 6 0 0 6 13 88 4 105 3 2 29 34 1 171 8 180 325 04:45 PM 11 0 0 11 12 99 4 115 5 0 20 25 2 170 8 180 331 Total Volume 27 5 7 39 54 373 17 444 20 5 97 122 7 725 28 760 1365 % App. Total 69.2 12.8 17.9 12.2 84 3.8 16.4 4.1 79.5 0.9 95.4 3.7 PHF .614 .417 .350 .750 .900 .914 .850 .925 .500 .625 .782 .871 .583 .929 .875 .927 .915 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-92 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 7 Thru 5 Left 27 InOut Total 29 39 68 Right17 Thru373 Left54 OutTotalIn849 444 1293 Left 20 Thru 5 Right 97 Out TotalIn 87 122 209 Left7 Thru725 Right28 TotalOutIn400 760 1160 Peak Hour Begins at 04:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-93 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:15 PM 04:00 PM 04:00 PM +0 mins.5 3 5 13 15 84 5 104 2 2 31 35 3 195 7 205 +15 mins.5 2 2 9 13 88 4 105 10 1 17 28 1 189 5 195 +30 mins.6 0 0 6 12 99 4 115 3 2 29 34 1 171 8 180 +45 mins.11 0 0 11 11 115 2 128 5 0 20 25 2 170 8 180 Total Volume 27 5 7 39 51 386 15 452 20 5 97 122 7 725 28 760 % App. Total 69.2 12.8 17.9 11.3 85.4 3.3 16.4 4.1 79.5 0.9 95.4 3.7 PHF .614 .417 .350 .750 .850 .839 .750 .883 .500 .625 .782 .871 .583 .929 .875 .927 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-94 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 3 2 5 2 10 13 88 4 0 105 2 2 27 8 31 3 168 4 0 175 10 321 331 04:15 PM 5 2 1 0 8 14 68 4 0 86 9 1 14 11 24 1 163 3 1 167 12 285 297 04:30 PM 6 0 0 0 6 13 73 4 0 90 3 2 26 16 31 1 146 7 0 154 16 281 297 04:45 PM 11 0 0 0 11 11 86 4 0 101 3 0 16 8 19 1 150 7 0 158 8 289 297 Total 25 4 6 2 35 51 315 16 0 382 17 5 83 43 105 6 627 21 1 654 46 1176 1222 05:00 PM 7 3 1 1 11 9 99 2 0 110 3 2 24 16 29 2 147 4 0 153 17 303 320 05:15 PM 5 0 2 1 7 9 67 3 0 79 2 1 17 15 20 0 159 4 0 163 16 269 285 05:30 PM 6 3 0 0 9 16 72 1 0 89 1 0 17 12 18 0 126 5 0 131 12 247 259 05:45 PM 3 0 1 0 4 8 62 1 0 71 3 0 19 14 22 0 102 6 2 108 16 205 221 Total 21 6 4 2 31 42 300 7 0 349 9 3 77 57 89 2 534 19 2 555 61 1024 1085 Grand Total 46 10 10 4 66 93 615 23 0 731 26 8 160 100 194 8 1161 40 3 1209 107 2200 2307 Apprch %69.7 15.2 15.2 12.7 84.1 3.1 13.4 4.1 82.5 0.7 96 3.3 Total %2.1 0.5 0.5 3 4.2 28 1 33.2 1.2 0.4 7.3 8.8 0.4 52.8 1.8 55 4.6 95.4 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 3 2 5 10 13 88 4 105 2 2 27 31 3 168 4 175 321 04:15 PM 5 2 1 8 14 68 4 86 9 1 14 24 1 163 3 167 285 04:30 PM 6 0 0 6 13 73 4 90 3 2 26 31 1 146 7 154 281 04:45 PM 11 0 0 11 11 86 4 101 3 0 16 19 1 150 7 158 289 Total Volume 25 4 6 35 51 315 16 382 17 5 83 105 6 627 21 654 1176 % App. Total 71.4 11.4 17.1 13.4 82.5 4.2 16.2 4.8 79 0.9 95.9 3.2 PHF .568 .500 .300 .795 .911 .895 1.00 .910 .472 .625 .769 .847 .500 .933 .750 .934 .916 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-95 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 6 Thru 4 Left 25 InOut Total 27 35 62 Right16 Thru315 Left51 OutTotalIn735 382 1117 Left 17 Thru 5 Right 83 Out TotalIn 76 105 181 Left6 Thru627 Right21 TotalOutIn338 654 992 Peak Hour Begins at 04:00 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-96 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.3 2 5 10 13 88 4 105 2 2 27 31 3 168 4 175 +15 mins.5 2 1 8 14 68 4 86 9 1 14 24 1 163 3 167 +30 mins.6 0 0 6 13 73 4 90 3 2 26 31 1 146 7 154 +45 mins.11 0 0 11 11 86 4 101 3 0 16 19 1 150 7 158 Total Volume 25 4 6 35 51 315 16 382 17 5 83 105 6 627 21 654 % App. Total 71.4 11.4 17.1 13.4 82.5 4.2 16.2 4.8 79 0.9 95.9 3.2 PHF .568 .500 .300 .795 .911 .895 1.000 .910 .472 .625 .769 .847 .500 .933 .750 .934 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-97 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 0 0 0 2 0 2 0 0 2 0 0 2 1 2 0 6 1 0 7 1 13 14 04:15 PM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 10 10 04:30 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 7 0 0 7 0 10 10 04:45 PM 0 0 0 0 0 0 4 0 0 4 0 0 2 1 2 0 6 0 0 6 1 12 13 Total 2 0 0 0 2 0 14 0 0 14 0 0 4 2 4 0 24 1 0 25 2 45 47 05:00 PM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 5 5 05:15 PM 0 0 0 0 0 1 4 0 0 5 0 0 1 0 1 0 11 0 0 11 0 17 17 05:30 PM 0 0 0 0 0 1 4 0 0 5 0 0 2 1 2 0 6 0 0 6 1 13 14 05:45 PM 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 2 0 0 2 0 4 4 Total 0 0 0 0 0 3 14 0 0 17 0 0 3 1 3 0 19 0 0 19 1 39 40 Grand Total 2 0 0 0 2 3 28 0 0 31 0 0 7 3 7 0 43 1 0 44 3 84 87 Apprch %100 0 0 9.7 90.3 0 0 0 100 0 97.7 2.3 Total %2.4 0 0 2.4 3.6 33.3 0 36.9 0 0 8.3 8.3 0 51.2 1.2 52.4 3.4 96.6 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 2 0 0 2 0 2 0 2 0 0 2 2 0 6 1 7 13 04:15 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 5 0 5 10 04:30 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 7 0 7 10 04:45 PM 0 0 0 0 0 4 0 4 0 0 2 2 0 6 0 6 12 Total Volume 2 0 0 2 0 14 0 14 0 0 4 4 0 24 1 25 45 % App. Total 100 0 0 0 100 0 0 0 100 0 96 4 PHF .250 .000 .000 .250 .000 .700 .000 .700 .000 .000 .500 .500 .000 .857 .250 .893 .865 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-98 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 0 Thru 0 Left 2 InOut Total 0 2 2 Right0 Thru14 Left0 OutTotalIn30 14 44 Left 0 Thru 0 Right 4 Out TotalIn 1 4 5 Left0 Thru24 Right1 TotalOutIn14 25 39 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-99 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.2 0 0 2 0 2 0 2 0 0 2 2 0 6 1 7 +15 mins.0 0 0 0 0 5 0 5 0 0 0 0 0 5 0 5 +30 mins.0 0 0 0 0 3 0 3 0 0 0 0 0 7 0 7 +45 mins.0 0 0 0 0 4 0 4 0 0 2 2 0 6 0 6 Total Volume 2 0 0 2 0 14 0 14 0 0 4 4 0 24 1 25 % App. Total 100 0 0 0 100 0 0 0 100 0 96 4 PHF .250 .000 .000 .250 .000 .700 .000 .700 .000 .000 .500 .500 .000 .857 .250 .893 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-100 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 1 0 0 1 0 4 0 0 4 0 0 0 0 0 0 8 1 1 9 1 14 15 04:15 PM 0 0 0 0 0 0 7 0 0 7 1 0 2 1 3 0 7 0 0 7 1 17 18 04:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 2 1 2 0 5 0 0 5 1 11 12 04:45 PM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 6 1 0 7 0 10 10 Total 0 1 0 0 1 0 18 0 0 18 1 0 4 2 5 0 26 2 1 28 3 52 55 05:00 PM 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 3 0 0 3 0 8 8 05:15 PM 0 0 0 0 0 0 3 0 0 3 0 0 2 1 2 0 3 0 0 3 1 8 9 05:30 PM 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 7 0 0 7 0 11 11 05:45 PM 1 0 0 0 1 0 6 0 0 6 0 0 1 0 1 0 4 0 0 4 0 12 12 Total 1 0 0 0 1 0 18 0 0 18 0 0 3 1 3 0 17 0 0 17 1 39 40 Grand Total 1 1 0 0 2 0 36 0 0 36 1 0 7 3 8 0 43 2 1 45 4 91 95 Apprch %50 50 0 0 100 0 12.5 0 87.5 0 95.6 4.4 Total %1.1 1.1 0 2.2 0 39.6 0 39.6 1.1 0 7.7 8.8 0 47.3 2.2 49.5 4.2 95.8 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 1 0 1 0 4 0 4 0 0 0 0 0 8 1 9 14 04:15 PM 0 0 0 0 0 7 0 7 1 0 2 3 0 7 0 7 17 04:30 PM 0 0 0 0 0 4 0 4 0 0 2 2 0 5 0 5 11 04:45 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 6 1 7 10 Total Volume 0 1 0 1 0 18 0 18 1 0 4 5 0 26 2 28 52 % App. Total 0 100 0 0 100 0 20 0 80 0 92.9 7.1 PHF .000 .250 .000 .250 .000 .643 .000 .643 .250 .000 .500 .417 .000 .813 .500 .778 .765 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-101 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 0 Thru 1 Left 0 InOut Total 0 1 1 Right0 Thru18 Left0 OutTotalIn30 18 48 Left 1 Thru 0 Right 4 Out TotalIn 3 5 8 Left0 Thru26 Right2 TotalOutIn19 28 47 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-102 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 1 0 1 0 4 0 4 0 0 0 0 0 8 1 9 +15 mins.0 0 0 0 0 7 0 7 1 0 2 3 0 7 0 7 +30 mins.0 0 0 0 0 4 0 4 0 0 2 2 0 5 0 5 +45 mins.0 0 0 0 0 3 0 3 0 0 0 0 0 6 1 7 Total Volume 0 1 0 1 0 18 0 18 1 0 4 5 0 26 2 28 % App. Total 0 100 0 0 100 0 20 0 80 0 92.9 7.1 PHF .000 .250 .000 .250 .000 .643 .000 .643 .250 .000 .500 .417 .000 .813 .500 .778 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-103 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 0 0 0 1 8 0 0 9 0 0 2 1 2 0 13 1 0 14 1 25 26 04:15 PM 0 0 1 0 1 1 4 1 0 6 0 0 1 0 1 0 14 2 0 16 0 24 24 04:30 PM 0 0 0 0 0 0 8 0 0 8 0 0 1 0 1 0 13 1 0 14 0 23 23 04:45 PM 0 0 0 0 0 1 6 0 0 7 2 0 2 0 4 1 8 0 0 9 0 20 20 Total 0 0 1 0 1 3 26 1 0 30 2 0 6 1 8 1 48 4 0 53 1 92 93 05:00 PM 0 0 0 0 0 2 6 0 0 8 0 0 1 1 1 0 18 2 1 20 2 29 31 05:15 PM 0 0 0 0 0 2 6 0 0 8 0 0 1 0 1 0 8 0 0 8 0 17 17 05:30 PM 0 0 0 0 0 3 8 0 0 11 1 0 0 0 1 0 11 3 0 14 0 26 26 05:45 PM 0 0 0 0 0 2 6 0 0 8 0 0 0 0 0 0 8 3 0 11 0 19 19 Total 0 0 0 0 0 9 26 0 0 35 1 0 2 1 3 0 45 8 1 53 2 91 93 Grand Total 0 0 1 0 1 12 52 1 0 65 3 0 8 2 11 1 93 12 1 106 3 183 186 Apprch %0 0 100 18.5 80 1.5 27.3 0 72.7 0.9 87.7 11.3 Total %0 0 0.5 0.5 6.6 28.4 0.5 35.5 1.6 0 4.4 6 0.5 50.8 6.6 57.9 1.6 98.4 Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 1 8 0 9 0 0 2 2 0 13 1 14 25 04:15 PM 0 0 1 1 1 4 1 6 0 0 1 1 0 14 2 16 24 04:30 PM 0 0 0 0 0 8 0 8 0 0 1 1 0 13 1 14 23 04:45 PM 0 0 0 0 1 6 0 7 2 0 2 4 1 8 0 9 20 Total Volume 0 0 1 1 3 26 1 30 2 0 6 8 1 48 4 53 92 % App. Total 0 0 100 10 86.7 3.3 25 0 75 1.9 90.6 7.5 PHF .000 .000 .250 .250 .750 .813 .250 .833 .250 .000 .750 .500 .250 .857 .500 .828 .920 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-104 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Slover Avenue Slover Avenue Live Oak Avenue Right 1 Thru 0 Left 0 InOut Total 2 1 3 Right1 Thru26 Left3 OutTotalIn54 30 84 Left 2 Thru 0 Right 6 Out TotalIn 7 8 15 Left1 Thru48 Right4 TotalOutIn29 53 82 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-105 File Name : 02_FON_Live_Slo PM Site Code : 05123171 Start Date : 2/7/2023 Page No : 3 City of Fontana N/S: Live Oak Avenue E/W: Slover Avenue Weather: Clear Live Oak Avenue Southbound Slover Avenue Westbound Live Oak Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 0 0 0 1 8 0 9 0 0 2 2 0 13 1 14 +15 mins.0 0 1 1 1 4 1 6 0 0 1 1 0 14 2 16 +30 mins.0 0 0 0 0 8 0 8 0 0 1 1 0 13 1 14 +45 mins.0 0 0 0 1 6 0 7 2 0 2 4 1 8 0 9 Total Volume 0 0 1 1 3 26 1 30 2 0 6 8 1 48 4 53 % App. Total 0 0 100 10 86.7 3.3 25 0 75 1.9 90.6 7.5 PHF .000 .000 .250 .250 .750 .813 .250 .833 .250 .000 .750 .500 .250 .857 .500 .828 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-106 Location: Date: 2/7/2023 N/S: Day: Tuesday E/W: North Leg East Leg South Leg West Leg Live Oak Avenue Slover Avenue Live Oak Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 20002 10001 00000 00000 20002 10001 10045 700411 North Leg East Leg South Leg West Leg Live Oak Avenue Slover Avenue Live Oak Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 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 Live Oak Avenue Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-107 Location: Date: 2/7/2023 N/S: Day: Tuesday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000010000010 2 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000010 2 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000020000000 2 000000000000 0 000000000000 0 000100000000 1 000010000010 2 000000000000 0 000000000000 0 200000000000 2 200130000010 7 Slover Avenue TOTAL VOLUMES: Live Oak Avenue Slover Avenue Live Oak Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Live Oak Avenue Slover Avenue Live Oak 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 Slover Avenue Live Oak Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-108 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 51 167 116 49 334 7 30 42 19 79 2 160 5 0 167 59 22 3 0 84 68 664 732 07:15 AM 69 228 113 49 410 13 58 54 26 125 3 173 4 0 180 47 18 3 1 68 76 783 859 07:30 AM 62 185 123 48 370 10 37 68 31 115 7 270 11 0 288 56 33 3 2 92 81 865 946 07:45 AM 71 210 154 73 435 8 63 43 21 114 4 200 12 0 216 61 36 5 0 102 94 867 961 Total 253 790 506 219 1549 38 188 207 97 433 16 803 32 0 851 223 109 14 3 346 319 3179 3498 08:00 AM 93 263 118 52 474 13 49 32 21 94 7 199 4 0 210 51 30 4 3 85 76 863 939 08:15 AM 83 221 144 49 448 10 25 42 18 77 7 226 9 0 242 52 22 4 1 78 68 845 913 08:30 AM 63 120 96 46 279 12 40 39 11 91 9 205 6 0 220 84 33 4 2 121 59 711 770 08:45 AM 75 116 108 49 299 5 39 49 20 93 5 148 8 0 161 45 33 2 1 80 70 633 703 Total 314 720 466 196 1500 40 153 162 70 355 28 778 27 0 833 232 118 14 7 364 273 3052 3325 Grand Total 567 1510 972 415 3049 78 341 369 167 788 44 1581 59 0 1684 455 227 28 10 710 592 6231 6823 Apprch %18.6 49.5 31.9 9.9 43.3 46.8 2.6 93.9 3.5 64.1 32 3.9 Total %9.1 24.2 15.6 48.9 1.3 5.5 5.9 12.6 0.7 25.4 0.9 27 7.3 3.6 0.4 11.4 8.7 91.3 Passenger Vehicles 419 1359 730 2820 64 238 239 656 30 1436 47 1513 239 119 11 373 0 0 5362 % Passenger Vehicles 73.9 90 75.1 75.2 81.4 82.1 69.8 64.8 68.9 68.7 68.2 90.8 79.7 0 89.8 52.5 52.4 39.3 40 51.8 0 0 78.6 Large 2 Axle Vehicles 23 51 32 120 3 15 23 51 3 44 0 47 26 13 3 43 0 0 261 % Large 2 Axle Vehicles 4.1 3.4 3.3 3.4 3.5 3.8 4.4 6.2 6 5.3 6.8 2.8 0 0 2.8 5.7 5.7 10.7 10 6 0 0 3.8 3 Axle Vehicles 63 24 71 191 1 56 19 87 3 26 5 34 68 60 6 136 0 0 448 % 3 Axle Vehicles 11.1 1.6 7.3 8 5.5 1.3 16.4 5.1 6.6 9.1 6.8 1.6 8.5 0 2 14.9 26.4 21.4 20 18.9 0 0 6.6 4+ Axle Trucks 62 76 139 333 10 32 88 161 8 75 7 90 122 35 8 168 0 0 752 % 4+ Axle Trucks 10.9 5 14.3 13.5 9.6 12.8 9.4 23.8 18.6 16.9 18.2 4.7 11.9 0 5.3 26.8 15.4 28.6 30 23.3 0 0 11 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 62 185 123 370 10 37 68 115 7 270 11 288 56 33 3 92 865 07:45 AM 71 210 154 435 8 63 43 114 4 200 12 216 61 36 5 102 867 08:00 AM 93 263 118 474 13 49 32 94 7 199 4 210 51 30 4 85 863 08:15 AM 83 221 144 448 10 25 42 77 7 226 9 242 52 22 4 78 845 Total Volume 309 879 539 1727 41 174 185 400 25 895 36 956 220 121 16 357 3440 % App. Total 17.9 50.9 31.2 10.2 43.5 46.2 2.6 93.6 3.8 61.6 33.9 4.5 PHF .831 .836 .875 .911 .788 .690 .680 .870 .893 .829 .750 .830 .902 .840 .800 .875 .992 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-109 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 539 Thru 879 Left 309 InOut Total 1300 1727 3027 Right185 Thru174 Left41 OutTotalIn466 400 866 Left 25 Thru 895 Right 36 Out TotalIn 936 956 1892 Left220 Thru121 Right16 TotalOutIn738 357 1095 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-110 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 07:30 AM 07:15 AM 07:30 AM 07:45 AM +0 mins.62 185 123 370 13 58 54 125 7 270 11 288 61 36 5 102 +15 mins.71 210 154 435 10 37 68 115 4 200 12 216 51 30 4 85 +30 mins.93 263 118 474 8 63 43 114 7 199 4 210 52 22 4 78 +45 mins.83 221 144 448 13 49 32 94 7 226 9 242 84 33 4 121 Total Volume 309 879 539 1727 44 207 197 448 25 895 36 956 248 121 17 386 % App. Total 17.9 50.9 31.2 9.8 46.2 44 2.6 93.6 3.8 64.2 31.3 4.4 PHF .831 .836 .875 .911 .846 .821 .724 .896 .893 .829 .750 .830 .738 .840 .850 .798 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-111 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 42 152 89 36 283 5 18 30 15 53 2 139 5 0 146 30 10 1 0 41 51 523 574 07:15 AM 52 211 86 37 349 10 45 35 17 90 3 155 3 0 161 20 8 1 0 29 54 629 683 07:30 AM 48 169 101 40 318 10 28 48 22 86 6 254 10 0 270 31 17 2 1 50 63 724 787 07:45 AM 63 191 125 61 379 6 41 28 16 75 2 185 9 0 196 34 23 2 0 59 77 709 786 Total 205 723 401 174 1329 31 132 141 70 304 13 733 27 0 773 115 58 6 1 179 245 2585 2830 08:00 AM 66 236 88 38 390 11 39 24 16 74 4 183 2 0 189 22 19 1 1 42 55 695 750 08:15 AM 51 197 107 32 355 9 10 25 11 44 5 208 7 0 220 25 10 1 0 36 43 655 698 08:30 AM 44 101 65 34 210 10 28 21 4 59 7 185 5 0 197 49 18 2 1 69 39 535 574 08:45 AM 53 102 69 34 224 3 29 28 14 60 1 127 6 0 134 28 14 1 1 43 49 461 510 Total 214 636 329 138 1179 33 106 98 45 237 17 703 20 0 740 124 61 5 3 190 186 2346 2532 Grand Total 419 1359 730 312 2508 64 238 239 115 541 30 1436 47 0 1513 239 119 11 4 369 431 4931 5362 Apprch %16.7 54.2 29.1 11.8 44 44.2 2 94.9 3.1 64.8 32.2 3 Total %8.5 27.6 14.8 50.9 1.3 4.8 4.8 11 0.6 29.1 1 30.7 4.8 2.4 0.2 7.5 8 92 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 48 169 101 318 10 28 48 86 6 254 10 270 31 17 2 50 724 07:45 AM 63 191 125 379 6 41 28 75 2 185 9 196 34 23 2 59 709 08:00 AM 66 236 88 390 11 39 24 74 4 183 2 189 22 19 1 42 695 08:15 AM 51 197 107 355 9 10 25 44 5 208 7 220 25 10 1 36 655 Total Volume 228 793 421 1442 36 118 125 279 17 830 28 875 112 69 6 187 2783 % App. Total 15.8 55 29.2 12.9 42.3 44.8 1.9 94.9 3.2 59.9 36.9 3.2 PHF .864 .840 .842 .924 .818 .720 .651 .811 .708 .817 .700 .810 .824 .750 .750 .792 .961 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-112 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 421 Thru 793 Left 228 InOut Total 1067 1442 2509 Right125 Thru118 Left36 OutTotalIn325 279 604 Left 17 Thru 830 Right 28 Out TotalIn 835 875 1710 Left112 Thru69 Right6 TotalOutIn556 187 743 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-113 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.48 169 101 318 10 28 48 86 6 254 10 270 31 17 2 50 +15 mins.63 191 125 379 6 41 28 75 2 185 9 196 34 23 2 59 +30 mins.66 236 88 390 11 39 24 74 4 183 2 189 22 19 1 42 +45 mins.51 197 107 355 9 10 25 44 5 208 7 220 25 10 1 36 Total Volume 228 793 421 1442 36 118 125 279 17 830 28 875 112 69 6 187 % App. Total 15.8 55 29.2 12.9 42.3 44.8 1.9 94.9 3.2 59.9 36.9 3.2 PHF .864 .840 .842 .924 .818 .720 .651 .811 .708 .817 .700 .810 .824 .750 .750 .792 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-114 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 4 3 1 8 0 1 5 2 6 0 9 0 0 9 4 0 0 0 4 3 27 30 07:15 AM 3 4 4 2 11 1 1 3 2 5 0 3 0 0 3 5 1 1 0 7 4 26 30 07:30 AM 1 5 4 3 10 0 0 3 1 3 1 2 0 0 3 3 1 0 0 4 4 20 24 07:45 AM 3 9 7 3 19 0 5 3 0 8 2 3 0 0 5 4 2 0 0 6 3 38 41 Total 8 22 18 9 48 1 7 14 5 22 3 17 0 0 20 16 4 1 0 21 14 111 125 08:00 AM 2 10 3 1 15 0 3 1 1 4 0 7 0 0 7 4 3 0 0 7 2 33 35 08:15 AM 5 7 6 2 18 0 1 2 2 3 0 4 0 0 4 2 1 2 1 5 5 30 35 08:30 AM 4 7 3 2 14 2 2 1 0 5 0 8 0 0 8 1 2 0 0 3 2 30 32 08:45 AM 4 5 2 0 11 0 2 5 2 7 0 8 0 0 8 3 3 0 0 6 2 32 34 Total 15 29 14 5 58 2 8 9 5 19 0 27 0 0 27 10 9 2 1 21 11 125 136 Grand Total 23 51 32 14 106 3 15 23 10 41 3 44 0 0 47 26 13 3 1 42 25 236 261 Apprch %21.7 48.1 30.2 7.3 36.6 56.1 6.4 93.6 0 61.9 31 7.1 Total %9.7 21.6 13.6 44.9 1.3 6.4 9.7 17.4 1.3 18.6 0 19.9 11 5.5 1.3 17.8 9.6 90.4 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 1 5 4 10 0 0 3 3 1 2 0 3 3 1 0 4 20 07:45 AM 3 9 7 19 0 5 3 8 2 3 0 5 4 2 0 6 38 08:00 AM 2 10 3 15 0 3 1 4 0 7 0 7 4 3 0 7 33 08:15 AM 5 7 6 18 0 1 2 3 0 4 0 4 2 1 2 5 30 Total Volume 11 31 20 62 0 9 9 18 3 16 0 19 13 7 2 22 121 % App. Total 17.7 50 32.3 0 50 50 15.8 84.2 0 59.1 31.8 9.1 PHF .550 .775 .714 .816 .000 .450 .750 .563 .375 .571 .000 .679 .813 .583 .250 .786 .796 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-115 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 20 Thru 31 Left 11 InOut Total 38 62 100 Right9 Thru9 Left0 OutTotalIn18 18 36 Left 3 Thru 16 Right 0 Out TotalIn 33 19 52 Left13 Thru7 Right2 TotalOutIn32 22 54 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-116 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.1 5 4 10 0 0 3 3 1 2 0 3 3 1 0 4 +15 mins.3 9 7 19 0 5 3 8 2 3 0 5 4 2 0 6 +30 mins.2 10 3 15 0 3 1 4 0 7 0 7 4 3 0 7 +45 mins.5 7 6 18 0 1 2 3 0 4 0 4 2 1 2 5 Total Volume 11 31 20 62 0 9 9 18 3 16 0 19 13 7 2 22 % App. Total 17.7 50 32.3 0 50 50 15.8 84.2 0 59.1 31.8 9.1 PHF .550 .775 .714 .816 .000 .450 .750 .563 .375 .571 .000 .679 .813 .583 .250 .786 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-117 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 2 5 12 7 19 1 5 0 0 6 0 0 0 0 0 7 8 0 0 15 7 40 47 07:15 AM 5 2 7 3 14 0 9 5 3 14 0 5 1 0 6 5 6 0 0 11 6 45 51 07:30 AM 7 1 9 4 17 0 4 2 2 6 0 3 0 0 3 12 9 1 1 22 7 48 55 07:45 AM 3 0 7 4 10 0 13 4 2 17 0 2 1 0 3 8 6 1 0 15 6 45 51 Total 17 8 35 18 60 1 31 11 7 43 0 10 2 0 12 32 29 2 1 63 26 178 204 08:00 AM 15 4 9 6 28 0 5 2 2 7 1 3 0 0 4 8 4 2 1 14 9 53 62 08:15 AM 16 7 8 3 31 0 8 1 1 9 0 3 1 0 4 11 6 1 0 18 4 62 66 08:30 AM 6 2 5 1 13 0 6 4 1 10 1 6 0 0 7 12 9 1 0 22 2 52 54 08:45 AM 9 3 14 5 26 0 6 1 0 7 1 4 2 0 7 5 12 0 0 17 5 57 62 Total 46 16 36 15 98 0 25 8 4 33 3 16 3 0 22 36 31 4 1 71 20 224 244 Grand Total 63 24 71 33 158 1 56 19 11 76 3 26 5 0 34 68 60 6 2 134 46 402 448 Apprch %39.9 15.2 44.9 1.3 73.7 25 8.8 76.5 14.7 50.7 44.8 4.5 Total %15.7 6 17.7 39.3 0.2 13.9 4.7 18.9 0.7 6.5 1.2 8.5 16.9 14.9 1.5 33.3 10.3 89.7 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 7 1 9 17 0 4 2 6 0 3 0 3 12 9 1 22 48 07:45 AM 3 0 7 10 0 13 4 17 0 2 1 3 8 6 1 15 45 08:00 AM 15 4 9 28 0 5 2 7 1 3 0 4 8 4 2 14 53 08:15 AM 16 7 8 31 0 8 1 9 0 3 1 4 11 6 1 18 62 Total Volume 41 12 33 86 0 30 9 39 1 11 2 14 39 25 5 69 208 % App. Total 47.7 14 38.4 0 76.9 23.1 7.1 78.6 14.3 56.5 36.2 7.2 PHF .641 .429 .917 .694 .000 .577 .563 .574 .250 .917 .500 .875 .813 .694 .625 .784 .839 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-118 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 33 Thru 12 Left 41 InOut Total 59 86 145 Right9 Thru30 Left0 OutTotalIn68 39 107 Left 1 Thru 11 Right 2 Out TotalIn 17 14 31 Left39 Thru25 Right5 TotalOutIn64 69 133 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-119 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.7 1 9 17 0 4 2 6 0 3 0 3 12 9 1 22 +15 mins.3 0 7 10 0 13 4 17 0 2 1 3 8 6 1 15 +30 mins.15 4 9 28 0 5 2 7 1 3 0 4 8 4 2 14 +45 mins.16 7 8 31 0 8 1 9 0 3 1 4 11 6 1 18 Total Volume 41 12 33 86 0 30 9 39 1 11 2 14 39 25 5 69 % App. Total 47.7 14 38.4 0 76.9 23.1 7.1 78.6 14.3 56.5 36.2 7.2 PHF .641 .429 .917 .694 .000 .577 .563 .574 .250 .917 .500 .875 .813 .694 .625 .784 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-120 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 6 6 12 5 24 1 6 7 2 14 0 12 0 0 12 18 4 2 0 24 7 74 81 07:15 AM 9 11 16 7 36 2 3 11 4 16 0 10 0 0 10 17 3 1 1 21 12 83 95 07:30 AM 6 10 9 1 25 0 5 15 6 20 0 11 1 0 12 10 6 0 0 16 7 73 80 07:45 AM 2 10 15 5 27 2 4 8 3 14 0 10 2 0 12 15 5 2 0 22 8 75 83 Total 23 37 52 18 112 5 18 41 15 64 0 43 3 0 46 60 18 5 1 83 34 305 339 08:00 AM 10 13 18 7 41 2 2 5 2 9 2 6 2 0 10 17 4 1 1 22 10 82 92 08:15 AM 11 10 23 12 44 1 6 14 4 21 2 11 1 0 14 14 5 0 0 19 16 98 114 08:30 AM 9 10 23 9 42 0 4 13 6 17 1 6 1 0 8 22 4 1 1 27 16 94 110 08:45 AM 9 6 23 10 38 2 2 15 4 19 3 9 0 0 12 9 4 1 0 14 14 83 97 Total 39 39 87 38 165 5 14 47 16 66 8 32 4 0 44 62 17 3 2 82 56 357 413 Grand Total 62 76 139 56 277 10 32 88 31 130 8 75 7 0 90 122 35 8 3 165 90 662 752 Apprch %22.4 27.4 50.2 7.7 24.6 67.7 8.9 83.3 7.8 73.9 21.2 4.8 Total %9.4 11.5 21 41.8 1.5 4.8 13.3 19.6 1.2 11.3 1.1 13.6 18.4 5.3 1.2 24.9 12 88 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 6 10 9 25 0 5 15 20 0 11 1 12 10 6 0 16 73 07:45 AM 2 10 15 27 2 4 8 14 0 10 2 12 15 5 2 22 75 08:00 AM 10 13 18 41 2 2 5 9 2 6 2 10 17 4 1 22 82 08:15 AM 11 10 23 44 1 6 14 21 2 11 1 14 14 5 0 19 98 Total Volume 29 43 65 137 5 17 42 64 4 38 6 48 56 20 3 79 328 % App. Total 21.2 31.4 47.4 7.8 26.6 65.6 8.3 79.2 12.5 70.9 25.3 3.8 PHF .659 .827 .707 .778 .625 .708 .700 .762 .500 .864 .750 .857 .824 .833 .375 .898 .837 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-121 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 65 Thru 43 Left 29 InOut Total 136 137 273 Right42 Thru17 Left5 OutTotalIn55 64 119 Left 4 Thru 38 Right 6 Out TotalIn 51 48 99 Left56 Thru20 Right3 TotalOutIn86 79 165 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-122 File Name : 03_FON_Cher_Slo AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.6 10 9 25 0 5 15 20 0 11 1 12 10 6 0 16 +15 mins.2 10 15 27 2 4 8 14 0 10 2 12 15 5 2 22 +30 mins.10 13 18 41 2 2 5 9 2 6 2 10 17 4 1 22 +45 mins.11 10 23 44 1 6 14 21 2 11 1 14 14 5 0 19 Total Volume 29 43 65 137 5 17 42 64 4 38 6 48 56 20 3 79 % App. Total 21.2 31.4 47.4 7.8 26.6 65.6 8.3 79.2 12.5 70.9 25.3 3.8 PHF .659 .827 .707 .778 .625 .708 .700 .762 .500 .864 .750 .857 .824 .833 .375 .898 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-123 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 49 200 76 30 325 12 60 69 27 141 7 154 11 2 172 53 138 14 0 205 59 843 902 04:15 PM 70 213 74 42 357 20 40 67 26 127 13 193 13 2 219 85 130 7 2 222 72 925 997 04:30 PM 56 200 53 31 309 15 55 78 34 148 14 149 9 4 172 80 131 7 0 218 69 847 916 04:45 PM 67 253 75 33 395 13 35 65 28 113 15 199 4 0 218 80 108 6 2 194 63 920 983 Total 242 866 278 136 1386 60 190 279 115 529 49 695 37 8 781 298 507 34 4 839 263 3535 3798 05:00 PM 57 209 74 21 340 20 32 64 26 116 9 193 10 1 212 94 74 5 0 173 48 841 889 05:15 PM 52 177 54 22 283 10 46 71 33 127 7 142 10 0 159 89 122 4 0 215 55 784 839 05:30 PM 64 204 76 30 344 7 33 52 16 92 5 138 8 0 151 62 62 9 4 133 50 720 770 05:45 PM 65 173 59 27 297 8 24 46 14 78 4 132 7 0 143 59 62 7 1 128 42 646 688 Total 238 763 263 100 1264 45 135 233 89 413 25 605 35 1 665 304 320 25 5 649 195 2991 3186 Grand Total 480 1629 541 236 2650 105 325 512 204 942 74 1300 72 9 1446 602 827 59 9 1488 458 6526 6984 Apprch %18.1 61.5 20.4 11.1 34.5 54.4 5.1 89.9 5 40.5 55.6 4 Total %7.4 25 8.3 40.6 1.6 5 7.8 14.4 1.1 19.9 1.1 22.2 9.2 12.7 0.9 22.8 6.6 93.4 Passenger Vehicles 390 1515 320 2362 96 260 444 971 64 1203 66 1340 463 731 39 1239 0 0 5912 % Passenger Vehicles 81.2 93 59.1 58.1 81.8 91.4 80 86.7 83.8 84.7 86.5 92.5 91.7 77.8 92.1 76.9 88.4 66.1 66.7 82.8 0 0 84.7 Large 2 Axle Vehicles 23 24 27 86 3 13 17 42 3 17 3 24 12 17 1 30 0 0 182 % Large 2 Axle Vehicles 4.8 1.5 5 5.1 3 2.9 4 3.3 4.4 3.7 4.1 1.3 4.2 11.1 1.6 2 2.1 1.7 0 2 0 0 2.6 3 Axle Vehicles 14 34 82 167 1 22 21 53 2 26 0 28 44 25 11 83 0 0 331 % 3 Axle Vehicles 2.9 2.1 15.2 15.7 5.8 1 6.8 4.1 4.4 4.6 2.7 2 0 0 1.9 7.3 3 18.6 33.3 5.5 0 0 4.7 4+ Axle Trucks 53 56 112 271 5 30 30 80 5 54 3 63 83 54 8 145 0 0 559 % 4+ Axle Trucks 11 3.4 20.7 21.2 9.4 4.8 9.2 5.9 7.4 7 6.8 4.2 4.2 11.1 4.3 13.8 6.5 13.6 0 9.7 0 0 8 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 49 200 76 325 12 60 69 141 7 154 11 172 53 138 14 205 843 04:15 PM 70 213 74 357 20 40 67 127 13 193 13 219 85 130 7 222 925 04:30 PM 56 200 53 309 15 55 78 148 14 149 9 172 80 131 7 218 847 04:45 PM 67 253 75 395 13 35 65 113 15 199 4 218 80 108 6 194 920 Total Volume 242 866 278 1386 60 190 279 529 49 695 37 781 298 507 34 839 3535 % App. Total 17.5 62.5 20.1 11.3 35.9 52.7 6.3 89 4.7 35.5 60.4 4.1 PHF .864 .856 .914 .877 .750 .792 .894 .894 .817 .873 .712 .892 .876 .918 .607 .945 .955 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-124 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 278 Thru 866 Left 242 InOut Total 1272 1386 2658 Right279 Thru190 Left60 OutTotalIn786 529 1315 Left 49 Thru 695 Right 37 Out TotalIn 960 781 1741 Left298 Thru507 Right34 TotalOutIn517 839 1356 Peak Hour Begins at 04:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-125 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 04:15 PM 04:00 PM 04:15 PM 04:00 PM +0 mins.70 213 74 357 12 60 69 141 13 193 13 219 53 138 14 205 +15 mins.56 200 53 309 20 40 67 127 14 149 9 172 85 130 7 222 +30 mins.67 253 75 395 15 55 78 148 15 199 4 218 80 131 7 218 +45 mins.57 209 74 340 13 35 65 113 9 193 10 212 80 108 6 194 Total Volume 250 875 276 1401 60 190 279 529 51 734 36 821 298 507 34 839 % App. Total 17.8 62.5 19.7 11.3 35.9 52.7 6.2 89.4 4.4 35.5 60.4 4.1 PHF .893 .865 .920 .887 .750 .792 .894 .894 .850 .922 .692 .937 .876 .918 .607 .945 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-126 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 36 183 47 20 266 11 51 52 19 114 7 145 10 1 162 35 121 10 0 166 40 708 748 04:15 PM 53 195 40 22 288 17 29 60 22 106 13 176 12 2 201 62 121 5 2 188 48 783 831 04:30 PM 43 183 32 16 258 15 47 68 28 130 12 134 7 3 153 64 118 5 0 187 47 728 775 04:45 PM 55 236 45 17 336 12 28 57 23 97 13 189 4 0 206 65 95 2 0 162 40 801 841 Total 187 797 164 75 1148 55 155 237 92 447 45 644 33 6 722 226 455 22 2 703 175 3020 3195 05:00 PM 49 193 44 10 286 18 22 58 24 98 9 179 9 1 197 77 66 3 0 146 35 727 762 05:15 PM 41 173 28 13 242 8 35 62 28 105 4 131 10 0 145 67 103 3 0 173 41 665 706 05:30 PM 53 191 48 21 292 7 29 45 14 81 4 131 7 0 142 44 50 7 3 101 38 616 654 05:45 PM 60 161 36 18 257 8 19 42 13 69 2 118 7 0 127 49 57 4 1 110 32 563 595 Total 203 718 156 62 1077 41 105 207 79 353 19 559 33 1 611 237 276 17 4 530 146 2571 2717 Grand Total 390 1515 320 137 2225 96 260 444 171 800 64 1203 66 7 1333 463 731 39 6 1233 321 5591 5912 Apprch %17.5 68.1 14.4 12 32.5 55.5 4.8 90.2 5 37.6 59.3 3.2 Total %7 27.1 5.7 39.8 1.7 4.7 7.9 14.3 1.1 21.5 1.2 23.8 8.3 13.1 0.7 22.1 5.4 94.6 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 36 183 47 266 11 51 52 114 7 145 10 162 35 121 10 166 708 04:15 PM 53 195 40 288 17 29 60 106 13 176 12 201 62 121 5 188 783 04:30 PM 43 183 32 258 15 47 68 130 12 134 7 153 64 118 5 187 728 04:45 PM 55 236 45 336 12 28 57 97 13 189 4 206 65 95 2 162 801 Total Volume 187 797 164 1148 55 155 237 447 45 644 33 722 226 455 22 703 3020 % App. Total 16.3 69.4 14.3 12.3 34.7 53 6.2 89.2 4.6 32.1 64.7 3.1 PHF .850 .844 .872 .854 .809 .760 .871 .860 .865 .852 .688 .876 .869 .940 .550 .935 .943 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-127 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 164 Thru 797 Left 187 InOut Total 1107 1148 2255 Right237 Thru155 Left55 OutTotalIn675 447 1122 Left 45 Thru 644 Right 33 Out TotalIn 874 722 1596 Left226 Thru455 Right22 TotalOutIn364 703 1067 Peak Hour Begins at 04:00 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-128 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.36 183 47 266 11 51 52 114 7 145 10 162 35 121 10 166 +15 mins.53 195 40 288 17 29 60 106 13 176 12 201 62 121 5 188 +30 mins.43 183 32 258 15 47 68 130 12 134 7 153 64 118 5 187 +45 mins.55 236 45 336 12 28 57 97 13 189 4 206 65 95 2 162 Total Volume 187 797 164 1148 55 155 237 447 45 644 33 722 226 455 22 703 % App. Total 16.3 69.4 14.3 12.3 34.7 53 6.2 89.2 4.6 32.1 64.7 3.1 PHF .850 .844 .872 .854 .809 .760 .871 .860 .865 .852 .688 .876 .869 .940 .550 .935 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-129 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 3 4 2 9 1 3 5 2 9 0 1 1 1 2 2 4 0 0 6 5 26 31 04:15 PM 6 5 5 2 16 0 3 2 0 5 0 5 1 0 6 2 5 0 0 7 2 34 36 04:30 PM 6 7 0 0 13 0 1 1 1 2 1 2 1 0 4 1 1 0 0 2 1 21 22 04:45 PM 2 2 4 3 8 0 0 5 3 5 1 5 0 0 6 1 3 0 0 4 6 23 29 Total 16 17 13 7 46 1 7 13 6 21 2 13 3 1 18 6 13 0 0 19 14 104 118 05:00 PM 3 5 6 3 14 1 2 2 1 5 0 2 0 0 2 0 1 1 0 2 4 23 27 05:15 PM 3 0 1 0 4 1 1 0 0 2 0 0 0 0 0 3 2 0 0 5 0 11 11 05:30 PM 1 1 6 1 8 0 1 1 1 2 0 1 0 0 1 1 0 0 0 1 2 12 14 05:45 PM 0 1 1 1 2 0 2 1 1 3 1 1 0 0 2 2 1 0 0 3 2 10 12 Total 7 7 14 5 28 2 6 4 3 12 1 4 0 0 5 6 4 1 0 11 8 56 64 Grand Total 23 24 27 12 74 3 13 17 9 33 3 17 3 1 23 12 17 1 0 30 22 160 182 Apprch %31.1 32.4 36.5 9.1 39.4 51.5 13 73.9 13 40 56.7 3.3 Total %14.4 15 16.9 46.2 1.9 8.1 10.6 20.6 1.9 10.6 1.9 14.4 7.5 10.6 0.6 18.8 12.1 87.9 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 2 3 4 9 1 3 5 9 0 1 1 2 2 4 0 6 26 04:15 PM 6 5 5 16 0 3 2 5 0 5 1 6 2 5 0 7 34 04:30 PM 6 7 0 13 0 1 1 2 1 2 1 4 1 1 0 2 21 04:45 PM 2 2 4 8 0 0 5 5 1 5 0 6 1 3 0 4 23 Total Volume 16 17 13 46 1 7 13 21 2 13 3 18 6 13 0 19 104 % App. Total 34.8 37 28.3 4.8 33.3 61.9 11.1 72.2 16.7 31.6 68.4 0 PHF .667 .607 .650 .719 .250 .583 .650 .583 .500 .650 .750 .750 .750 .650 .000 .679 .765 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-130 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 13 Thru 17 Left 16 InOut Total 32 46 78 Right13 Thru7 Left1 OutTotalIn32 21 53 Left 2 Thru 13 Right 3 Out TotalIn 18 18 36 Left6 Thru13 Right0 TotalOutIn22 19 41 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-131 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.2 3 4 9 1 3 5 9 0 1 1 2 2 4 0 6 +15 mins.6 5 5 16 0 3 2 5 0 5 1 6 2 5 0 7 +30 mins.6 7 0 13 0 1 1 2 1 2 1 4 1 1 0 2 +45 mins.2 2 4 8 0 0 5 5 1 5 0 6 1 3 0 4 Total Volume 16 17 13 46 1 7 13 21 2 13 3 18 6 13 0 19 % App. Total 34.8 37 28.3 4.8 33.3 61.9 11.1 72.2 16.7 31.6 68.4 0 PHF .667 .607 .650 .719 .250 .583 .650 .583 .500 .650 .750 .750 .750 .650 .000 .679 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-132 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 7 14 4 23 0 3 3 1 6 0 4 0 0 4 5 4 1 0 10 5 43 48 04:15 PM 0 3 14 9 17 1 5 0 0 6 0 3 0 0 3 6 1 1 0 8 9 34 43 04:30 PM 5 5 8 7 18 0 3 6 4 9 0 4 0 0 4 5 4 1 0 10 11 41 52 04:45 PM 2 7 11 6 20 0 4 2 1 6 1 2 0 0 3 8 3 3 2 14 9 43 52 Total 9 22 47 26 78 1 15 11 6 27 1 13 0 0 14 24 12 6 2 42 34 161 195 05:00 PM 2 5 12 3 19 0 3 3 1 6 0 3 0 0 3 7 1 1 0 9 4 37 41 05:15 PM 1 2 13 5 16 0 4 2 1 6 0 4 0 0 4 5 7 1 0 13 6 39 45 05:30 PM 1 1 4 1 6 0 0 4 1 4 0 2 0 0 2 7 5 2 1 14 3 26 29 05:45 PM 1 4 6 2 11 0 0 1 0 1 1 4 0 0 5 1 0 1 0 2 2 19 21 Total 5 12 35 11 52 0 7 10 3 17 1 13 0 0 14 20 13 5 1 38 15 121 136 Grand Total 14 34 82 37 130 1 22 21 9 44 2 26 0 0 28 44 25 11 3 80 49 282 331 Apprch %10.8 26.2 63.1 2.3 50 47.7 7.1 92.9 0 55 31.2 13.8 Total %5 12.1 29.1 46.1 0.4 7.8 7.4 15.6 0.7 9.2 0 9.9 15.6 8.9 3.9 28.4 14.8 85.2 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 2 7 14 23 0 3 3 6 0 4 0 4 5 4 1 10 43 04:15 PM 0 3 14 17 1 5 0 6 0 3 0 3 6 1 1 8 34 04:30 PM 5 5 8 18 0 3 6 9 0 4 0 4 5 4 1 10 41 04:45 PM 2 7 11 20 0 4 2 6 1 2 0 3 8 3 3 14 43 Total Volume 9 22 47 78 1 15 11 27 1 13 0 14 24 12 6 42 161 % App. Total 11.5 28.2 60.3 3.7 55.6 40.7 7.1 92.9 0 57.1 28.6 14.3 PHF .450 .786 .839 .848 .250 .750 .458 .750 .250 .813 .000 .875 .750 .750 .500 .750 .936 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-133 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 47 Thru 22 Left 9 InOut Total 48 78 126 Right11 Thru15 Left1 OutTotalIn21 27 48 Left 1 Thru 13 Right 0 Out TotalIn 29 14 43 Left24 Thru12 Right6 TotalOutIn63 42 105 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-134 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.2 7 14 23 0 3 3 6 0 4 0 4 5 4 1 10 +15 mins.0 3 14 17 1 5 0 6 0 3 0 3 6 1 1 8 +30 mins.5 5 8 18 0 3 6 9 0 4 0 4 5 4 1 10 +45 mins.2 7 11 20 0 4 2 6 1 2 0 3 8 3 3 14 Total Volume 9 22 47 78 1 15 11 27 1 13 0 14 24 12 6 42 % App. Total 11.5 28.2 60.3 3.7 55.6 40.7 7.1 92.9 0 57.1 28.6 14.3 PHF .450 .786 .839 .848 .250 .750 .458 .750 .250 .813 .000 .875 .750 .750 .500 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-135 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 9 7 11 4 27 0 3 9 5 12 0 4 0 0 4 11 9 3 0 23 9 66 75 04:15 PM 11 10 15 9 36 2 3 5 4 10 0 9 0 0 9 15 3 1 0 19 13 74 87 04:30 PM 2 5 13 8 20 0 4 3 1 7 1 9 1 1 11 10 8 1 0 19 10 57 67 04:45 PM 8 8 15 7 31 1 3 1 1 5 0 3 0 0 3 6 7 1 0 14 8 53 61 Total 30 30 54 28 114 3 13 18 11 34 1 25 1 1 27 42 27 6 0 75 40 250 290 05:00 PM 3 6 12 5 21 1 5 1 0 7 0 9 1 0 10 10 6 0 0 16 5 54 59 05:15 PM 7 2 12 4 21 1 6 7 4 14 3 7 0 0 10 14 10 0 0 24 8 69 77 05:30 PM 9 11 18 7 38 0 3 2 0 5 1 4 1 0 6 10 7 0 0 17 7 66 73 05:45 PM 4 7 16 6 27 0 3 2 0 5 0 9 0 0 9 7 4 2 0 13 6 54 60 Total 23 26 58 22 107 2 17 12 4 31 4 29 2 0 35 41 27 2 0 70 26 243 269 Grand Total 53 56 112 50 221 5 30 30 15 65 5 54 3 1 62 83 54 8 0 145 66 493 559 Apprch %24 25.3 50.7 7.7 46.2 46.2 8.1 87.1 4.8 57.2 37.2 5.5 Total %10.8 11.4 22.7 44.8 1 6.1 6.1 13.2 1 11 0.6 12.6 16.8 11 1.6 29.4 11.8 88.2 Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 9 7 11 27 0 3 9 12 0 4 0 4 11 9 3 23 66 04:15 PM 11 10 15 36 2 3 5 10 0 9 0 9 15 3 1 19 74 04:30 PM 2 5 13 20 0 4 3 7 1 9 1 11 10 8 1 19 57 04:45 PM 8 8 15 31 1 3 1 5 0 3 0 3 6 7 1 14 53 Total Volume 30 30 54 114 3 13 18 34 1 25 1 27 42 27 6 75 250 % App. Total 26.3 26.3 47.4 8.8 38.2 52.9 3.7 92.6 3.7 56 36 8 PHF .682 .750 .900 .792 .375 .813 .500 .708 .250 .694 .250 .614 .700 .750 .500 .815 .845 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-136 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Slover Avenue Slover Avenue Cherry Avenue Right 54 Thru 30 Left 30 InOut Total 85 114 199 Right18 Thru13 Left3 OutTotalIn58 34 92 Left 1 Thru 25 Right 1 Out TotalIn 39 27 66 Left42 Thru27 Right6 TotalOutIn68 75 143 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-137 File Name : 03_FON_Cher_Slo PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Slover Avenue Weather: Clear Cherry Avenue Southbound Slover Avenue Westbound Cherry Avenue Northbound Slover 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.9 7 11 27 0 3 9 12 0 4 0 4 11 9 3 23 +15 mins.11 10 15 36 2 3 5 10 0 9 0 9 15 3 1 19 +30 mins.2 5 13 20 0 4 3 7 1 9 1 11 10 8 1 19 +45 mins.8 8 15 31 1 3 1 5 0 3 0 3 6 7 1 14 Total Volume 30 30 54 114 3 13 18 34 1 25 1 27 42 27 6 75 % App. Total 26.3 26.3 47.4 8.8 38.2 52.9 3.7 92.6 3.7 56 36 8 PHF .682 .750 .900 .792 .375 .813 .500 .708 .250 .694 .250 .614 .700 .750 .500 .815 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-138 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Cherry Avenue Slover Avenue Cherry Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 10001 10001 North Leg East Leg South Leg West Leg Cherry Avenue Slover Avenue Cherry Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 11002 10001 00000 00000 00011 00000 00000 00000 21014 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 Cherry Avenue Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-139 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000000000 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 001000000000 1 000010000000 1 011010000000 3 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000010000 1 000000000000 0 000000010000 1 Slover Avenue TOTAL VOLUMES: Cherry Avenue Slover Avenue Cherry Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Cherry Avenue Slover Avenue Cherry 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 Slover Avenue Cherry Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-140 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 1 1 8 103 1 112 5 1 4 10 5 72 14 91 214 07:15 AM 0 0 1 1 3 98 1 102 7 1 1 9 3 83 6 92 204 07:30 AM 1 0 3 4 7 122 2 131 3 0 2 5 8 88 12 108 248 07:45 AM 0 0 8 8 8 108 1 117 4 0 4 8 11 113 6 130 263 Total 1 0 13 14 26 431 5 462 19 2 11 32 27 356 38 421 929 08:00 AM 0 1 2 3 7 100 1 108 7 0 2 9 4 113 10 127 247 08:15 AM 2 0 2 4 4 73 2 79 12 0 1 13 8 108 12 128 224 08:30 AM 2 0 3 5 5 94 0 99 5 0 2 7 5 119 9 133 244 08:45 AM 1 3 2 6 3 93 1 97 4 0 2 6 1 75 13 89 198 Total 5 4 9 18 19 360 4 383 28 0 7 35 18 415 44 477 913 Grand Total 6 4 22 32 45 791 9 845 47 2 18 67 45 771 82 898 1842 Apprch %18.8 12.5 68.8 5.3 93.6 1.1 70.1 3 26.9 5 85.9 9.1 Total %0.3 0.2 1.2 1.7 2.4 42.9 0.5 45.9 2.6 0.1 1 3.6 2.4 41.9 4.5 48.8 Passenger Vehicles 5 4 18 27 39 628 7 674 25 2 11 38 43 589 53 685 1424 % Passenger Vehicles 83.3 100 81.8 84.4 86.7 79.4 77.8 79.8 53.2 100 61.1 56.7 95.6 76.4 64.6 76.3 77.3 Large 2 Axle Vehicles 1 0 3 4 1 38 1 40 5 0 1 6 0 28 7 35 85 % Large 2 Axle Vehicles 16.7 0 13.6 12.5 2.2 4.8 11.1 4.7 10.6 0 5.6 9 0 3.6 8.5 3.9 4.6 3 Axle Vehicles 0 0 0 0 1 58 0 59 3 0 0 3 1 63 11 75 137 % 3 Axle Vehicles 0 0 0 0 2.2 7.3 0 7 6.4 0 0 4.5 2.2 8.2 13.4 8.4 7.4 4+ Axle Trucks 0 0 1 1 4 67 1 72 14 0 6 20 1 91 11 103 196 % 4+ Axle Trucks 0 0 4.5 3.1 8.9 8.5 11.1 8.5 29.8 0 33.3 29.9 2.2 11.8 13.4 11.5 10.6 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 1 0 3 4 7 122 2 131 3 0 2 5 8 88 12 108 248 07:45 AM 0 0 8 8 8 108 1 117 4 0 4 8 11 113 6 130 263 08:00 AM 0 1 2 3 7 100 1 108 7 0 2 9 4 113 10 127 247 08:15 AM 2 0 2 4 4 73 2 79 12 0 1 13 8 108 12 128 224 Total Volume 3 1 15 19 26 403 6 435 26 0 9 35 31 422 40 493 982 % App. Total 15.8 5.3 78.9 6 92.6 1.4 74.3 0 25.7 6.3 85.6 8.1 PHF .375 .250 .469 .594 .813 .826 .750 .830 .542 .000 .563 .673 .705 .934 .833 .948 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-141 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 15 Thru 1 Left 3 InOut Total 37 19 56 Right6 Thru403 Left26 OutTotalIn434 435 869 Left 26 Thru 0 Right 9 Out TotalIn 67 35 102 Left31 Thru422 Right40 TotalOutIn444 493 937 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 07:00 AM 07:45 AM 07:45 AM +0 mins.0 0 8 8 8 103 1 112 4 0 4 8 11 113 6 130 +15 mins.0 1 2 3 3 98 1 102 7 0 2 9 4 113 10 127 +30 mins.2 0 2 4 7 122 2 131 12 0 1 13 8 108 12 128 +45 mins.2 0 3 5 8 108 1 117 5 0 2 7 5 119 9 133 Total Volume 4 1 15 20 26 431 5 462 28 0 9 37 28 453 37 518 % App. Total 20 5 75 5.6 93.3 1.1 75.7 0 24.3 5.4 87.5 7.1 PHF .500 .250 .469 .625 .813 .883 .625 .882 .583 .000 .563 .712 .636 .952 .771 .974 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-142 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 1 1 8 86 1 95 4 1 2 7 4 61 14 79 182 07:15 AM 0 0 1 1 2 80 1 83 1 1 1 3 2 56 2 60 147 07:30 AM 1 0 2 3 6 106 2 114 2 0 2 4 8 60 10 78 199 07:45 AM 0 0 7 7 7 95 0 102 2 0 2 4 11 93 4 108 221 Total 1 0 11 12 23 367 4 394 9 2 7 18 25 270 30 325 749 08:00 AM 0 1 2 3 7 71 0 78 5 0 2 7 4 92 7 103 191 08:15 AM 1 0 1 2 3 49 2 54 6 0 1 7 8 80 6 94 157 08:30 AM 2 0 3 5 4 73 0 77 4 0 0 4 5 93 4 102 188 08:45 AM 1 3 1 5 2 68 1 71 1 0 1 2 1 54 6 61 139 Total 4 4 7 15 16 261 3 280 16 0 4 20 18 319 23 360 675 Grand Total 5 4 18 27 39 628 7 674 25 2 11 38 43 589 53 685 1424 Apprch %18.5 14.8 66.7 5.8 93.2 1 65.8 5.3 28.9 6.3 86 7.7 Total %0.4 0.3 1.3 1.9 2.7 44.1 0.5 47.3 1.8 0.1 0.8 2.7 3 41.4 3.7 48.1 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 1 0 2 3 6 106 2 114 2 0 2 4 8 60 10 78 199 07:45 AM 0 0 7 7 7 95 0 102 2 0 2 4 11 93 4 108 221 08:00 AM 0 1 2 3 7 71 0 78 5 0 2 7 4 92 7 103 191 08:15 AM 1 0 1 2 3 49 2 54 6 0 1 7 8 80 6 94 157 Total Volume 2 1 12 15 23 321 4 348 15 0 7 22 31 325 27 383 768 % App. Total 13.3 6.7 80 6.6 92.2 1.1 68.2 0 31.8 8.1 84.9 7 PHF .500 .250 .429 .536 .821 .757 .500 .763 .625 .000 .875 .786 .705 .874 .675 .887 .869 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-143 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 12 Thru 1 Left 2 InOut Total 35 15 50 Right4 Thru321 Left23 OutTotalIn334 348 682 Left 15 Thru 0 Right 7 Out TotalIn 51 22 73 Left31 Thru325 Right27 TotalOutIn348 383 731 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.1 0 2 3 6 106 2 114 2 0 2 4 8 60 10 78 +15 mins.0 0 7 7 7 95 0 102 2 0 2 4 11 93 4 108 +30 mins.0 1 2 3 7 71 0 78 5 0 2 7 4 92 7 103 +45 mins.1 0 1 2 3 49 2 54 6 0 1 7 8 80 6 94 Total Volume 2 1 12 15 23 321 4 348 15 0 7 22 31 325 27 383 % App. Total 13.3 6.7 80 6.6 92.2 1.1 68.2 0 31.8 8.1 84.9 7 PHF .500 .250 .429 .536 .821 .757 .500 .763 .625 .000 .875 .786 .705 .874 .675 .887 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-144 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 4 0 4 1 0 1 2 0 2 0 2 8 07:15 AM 0 0 0 0 1 4 0 5 1 0 0 1 0 5 1 6 12 07:30 AM 0 0 1 1 0 3 0 3 0 0 0 0 0 6 0 6 10 07:45 AM 0 0 1 1 0 5 0 5 0 0 0 0 0 2 0 2 8 Total 0 0 2 2 1 16 0 17 2 0 1 3 0 15 1 16 38 08:00 AM 0 0 0 0 0 5 1 6 1 0 0 1 0 5 3 8 15 08:15 AM 1 0 1 2 0 4 0 4 0 0 0 0 0 3 2 5 11 08:30 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 3 0 3 9 08:45 AM 0 0 0 0 0 7 0 7 2 0 0 2 0 2 1 3 12 Total 1 0 1 2 0 22 1 23 3 0 0 3 0 13 6 19 47 Grand Total 1 0 3 4 1 38 1 40 5 0 1 6 0 28 7 35 85 Apprch %25 0 75 2.5 95 2.5 83.3 0 16.7 0 80 20 Total %1.2 0 3.5 4.7 1.2 44.7 1.2 47.1 5.9 0 1.2 7.1 0 32.9 8.2 41.2 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 3 0 3 0 0 0 0 0 6 0 6 10 07:45 AM 0 0 1 1 0 5 0 5 0 0 0 0 0 2 0 2 8 08:00 AM 0 0 0 0 0 5 1 6 1 0 0 1 0 5 3 8 15 08:15 AM 1 0 1 2 0 4 0 4 0 0 0 0 0 3 2 5 11 Total Volume 1 0 3 4 0 17 1 18 1 0 0 1 0 16 5 21 44 % App. Total 25 0 75 0 94.4 5.6 100 0 0 0 76.2 23.8 PHF .250 .000 .750 .500 .000 .850 .250 .750 .250 .000 .000 .250 .000 .667 .417 .656 .733 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-145 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 3 Thru 0 Left 1 InOut Total 1 4 5 Right1 Thru17 Left0 OutTotalIn17 18 35 Left 1 Thru 0 Right 0 Out TotalIn 5 1 6 Left0 Thru16 Right5 TotalOutIn21 21 42 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 1 1 0 3 0 3 0 0 0 0 0 6 0 6 +15 mins.0 0 1 1 0 5 0 5 0 0 0 0 0 2 0 2 +30 mins.0 0 0 0 0 5 1 6 1 0 0 1 0 5 3 8 +45 mins.1 0 1 2 0 4 0 4 0 0 0 0 0 3 2 5 Total Volume 1 0 3 4 0 17 1 18 1 0 0 1 0 16 5 21 % App. Total 25 0 75 0 94.4 5.6 100 0 0 0 76.2 23.8 PHF .250 .000 .750 .500 .000 .850 .250 .750 .250 .000 .000 .250 .000 .667 .417 .656 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-146 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 7 0 7 0 0 0 0 0 4 0 4 11 07:15 AM 0 0 0 0 0 10 0 10 1 0 0 1 1 8 1 10 21 07:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 8 2 10 15 07:45 AM 0 0 0 0 1 5 0 6 0 0 0 0 0 9 2 11 17 Total 0 0 0 0 1 27 0 28 1 0 0 1 1 29 5 35 64 08:00 AM 0 0 0 0 0 15 0 15 0 0 0 0 0 7 0 7 22 08:15 AM 0 0 0 0 0 4 0 4 1 0 0 1 0 12 0 12 17 08:30 AM 0 0 0 0 0 6 0 6 1 0 0 1 0 9 2 11 18 08:45 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 6 4 10 16 Total 0 0 0 0 0 31 0 31 2 0 0 2 0 34 6 40 73 Grand Total 0 0 0 0 1 58 0 59 3 0 0 3 1 63 11 75 137 Apprch %0 0 0 1.7 98.3 0 100 0 0 1.3 84 14.7 Total %0 0 0 0 0.7 42.3 0 43.1 2.2 0 0 2.2 0.7 46 8 54.7 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 5 0 5 0 0 0 0 0 8 2 10 15 07:45 AM 0 0 0 0 1 5 0 6 0 0 0 0 0 9 2 11 17 08:00 AM 0 0 0 0 0 15 0 15 0 0 0 0 0 7 0 7 22 08:15 AM 0 0 0 0 0 4 0 4 1 0 0 1 0 12 0 12 17 Total Volume 0 0 0 0 1 29 0 30 1 0 0 1 0 36 4 40 71 % App. Total 0 0 0 3.3 96.7 0 100 0 0 0 90 10 PHF .000 .000 .000 .000 .250 .483 .000 .500 .250 .000 .000 .250 .000 .750 .500 .833 .807 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-147 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru29 Left1 OutTotalIn36 30 66 Left 1 Thru 0 Right 0 Out TotalIn 5 1 6 Left0 Thru36 Right4 TotalOutIn30 40 70 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 5 0 5 0 0 0 0 0 8 2 10 +15 mins.0 0 0 0 1 5 0 6 0 0 0 0 0 9 2 11 +30 mins.0 0 0 0 0 15 0 15 0 0 0 0 0 7 0 7 +45 mins.0 0 0 0 0 4 0 4 1 0 0 1 0 12 0 12 Total Volume 0 0 0 0 1 29 0 30 1 0 0 1 0 36 4 40 % App. Total 0 0 0 3.3 96.7 0 100 0 0 0 90 10 PHF .000 .000 .000 .000 .250 .483 .000 .500 .250 .000 .000 .250 .000 .750 .500 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-148 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 6 0 6 0 0 1 1 1 5 0 6 13 07:15 AM 0 0 0 0 0 4 0 4 4 0 0 4 0 14 2 16 24 07:30 AM 0 0 0 0 1 8 0 9 1 0 0 1 0 14 0 14 24 07:45 AM 0 0 0 0 0 3 1 4 2 0 2 4 0 9 0 9 17 Total 0 0 0 0 1 21 1 23 7 0 3 10 1 42 2 45 78 08:00 AM 0 0 0 0 0 9 0 9 1 0 0 1 0 9 0 9 19 08:15 AM 0 0 0 0 1 16 0 17 5 0 0 5 0 13 4 17 39 08:30 AM 0 0 0 0 1 9 0 10 0 0 2 2 0 14 3 17 29 08:45 AM 0 0 1 1 1 12 0 13 1 0 1 2 0 13 2 15 31 Total 0 0 1 1 3 46 0 49 7 0 3 10 0 49 9 58 118 Grand Total 0 0 1 1 4 67 1 72 14 0 6 20 1 91 11 103 196 Apprch %0 0 100 5.6 93.1 1.4 70 0 30 1 88.3 10.7 Total %0 0 0.5 0.5 2 34.2 0.5 36.7 7.1 0 3.1 10.2 0.5 46.4 5.6 52.6 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 1 8 0 9 1 0 0 1 0 14 0 14 24 07:45 AM 0 0 0 0 0 3 1 4 2 0 2 4 0 9 0 9 17 08:00 AM 0 0 0 0 0 9 0 9 1 0 0 1 0 9 0 9 19 08:15 AM 0 0 0 0 1 16 0 17 5 0 0 5 0 13 4 17 39 Total Volume 0 0 0 0 2 36 1 39 9 0 2 11 0 45 4 49 99 % App. Total 0 0 0 5.1 92.3 2.6 81.8 0 18.2 0 91.8 8.2 PHF .000 .000 .000 .000 .500 .563 .250 .574 .450 .000 .250 .550 .000 .804 .250 .721 .635 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-149 File Name : 03_FON_Hem_Slo AM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right1 Thru36 Left2 OutTotalIn47 39 86 Left 9 Thru 0 Right 2 Out TotalIn 6 11 17 Left0 Thru45 Right4 TotalOutIn45 49 94 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 1 8 0 9 1 0 0 1 0 14 0 14 +15 mins.0 0 0 0 0 3 1 4 2 0 2 4 0 9 0 9 +30 mins.0 0 0 0 0 9 0 9 1 0 0 1 0 9 0 9 +45 mins.0 0 0 0 1 16 0 17 5 0 0 5 0 13 4 17 Total Volume 0 0 0 0 2 36 1 39 9 0 2 11 0 45 4 49 % App. Total 0 0 0 5.1 92.3 2.6 81.8 0 18.2 0 91.8 8.2 PHF .000 .000 .000 .000 .500 .563 .250 .574 .450 .000 .250 .550 .000 .804 .250 .721 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-150 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 2 0 9 11 2 59 0 61 4 0 1 5 0 265 2 267 344 04:15 PM 0 1 1 2 1 71 4 76 3 0 1 4 5 259 13 277 359 04:30 PM 3 1 5 9 5 113 2 120 7 0 7 14 6 250 12 268 411 04:45 PM 3 1 5 9 1 82 3 86 3 0 4 7 2 244 16 262 364 Total 8 3 20 31 9 325 9 343 17 0 13 30 13 1018 43 1074 1478 05:00 PM 5 1 13 19 2 106 3 111 5 0 13 18 5 239 12 256 404 05:15 PM 2 0 6 8 2 94 2 98 4 0 1 5 8 229 6 243 354 05:30 PM 4 3 5 12 2 80 3 85 6 0 3 9 2 198 6 206 312 05:45 PM 3 0 4 7 1 88 1 90 5 0 2 7 4 181 5 190 294 Total 14 4 28 46 7 368 9 384 20 0 19 39 19 847 29 895 1364 Grand Total 22 7 48 77 16 693 18 727 37 0 32 69 32 1865 72 1969 2842 Apprch %28.6 9.1 62.3 2.2 95.3 2.5 53.6 0 46.4 1.6 94.7 3.7 Total %0.8 0.2 1.7 2.7 0.6 24.4 0.6 25.6 1.3 0 1.1 2.4 1.1 65.6 2.5 69.3 Passenger Vehicles 22 6 44 72 14 569 17 600 31 0 30 61 29 1643 63 1735 2468 % Passenger Vehicles 100 85.7 91.7 93.5 87.5 82.1 94.4 82.5 83.8 0 93.8 88.4 90.6 88.1 87.5 88.1 86.8 Large 2 Axle Vehicles 0 0 2 2 0 23 1 24 1 0 1 2 1 54 0 55 83 % Large 2 Axle Vehicles 0 0 4.2 2.6 0 3.3 5.6 3.3 2.7 0 3.1 2.9 3.1 2.9 0 2.8 2.9 3 Axle Vehicles 0 1 2 3 0 31 0 31 0 0 0 0 2 58 3 63 97 % 3 Axle Vehicles 0 14.3 4.2 3.9 0 4.5 0 4.3 0 0 0 0 6.2 3.1 4.2 3.2 3.4 4+ Axle Trucks 0 0 0 0 2 70 0 72 5 0 1 6 0 110 6 116 194 % 4+ Axle Trucks 0 0 0 0 12.5 10.1 0 9.9 13.5 0 3.1 8.7 0 5.9 8.3 5.9 6.8 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 04:15 PM 04:15 PM 0 1 1 2 1 71 4 76 3 0 1 4 5 259 13 277 359 04:30 PM 3 1 5 9 5 113 2 120 7 0 7 14 6 250 12 268 411 04:45 PM 3 1 5 9 1 82 3 86 3 0 4 7 2 244 16 262 364 05:00 PM 5 1 13 19 2 106 3 111 5 0 13 18 5 239 12 256 404 Total Volume 11 4 24 39 9 372 12 393 18 0 25 43 18 992 53 1063 1538 % App. Total 28.2 10.3 61.5 2.3 94.7 3.1 41.9 0 58.1 1.7 93.3 5 PHF .550 1.00 .462 .513 .450 .823 .750 .819 .643 .000 .481 .597 .750 .958 .828 .959 .936 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-151 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 24 Thru 4 Left 11 InOut Total 30 39 69 Right12 Thru372 Left9 OutTotalIn1028 393 1421 Left 18 Thru 0 Right 25 Out TotalIn 66 43 109 Left18 Thru992 Right53 TotalOutIn414 1063 1477 Peak Hour Begins at 04:15 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 04:30 PM 04:30 PM 04:00 PM +0 mins.3 1 5 9 5 113 2 120 7 0 7 14 0 265 2 267 +15 mins.5 1 13 19 1 82 3 86 3 0 4 7 5 259 13 277 +30 mins.2 0 6 8 2 106 3 111 5 0 13 18 6 250 12 268 +45 mins.4 3 5 12 2 94 2 98 4 0 1 5 2 244 16 262 Total Volume 14 5 29 48 10 395 10 415 19 0 25 44 13 1018 43 1074 % App. Total 29.2 10.4 60.4 2.4 95.2 2.4 43.2 0 56.8 1.2 94.8 4 PHF .700 .417 .558 .632 .500 .874 .833 .865 .679 .000 .481 .611 .542 .960 .672 .969 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-152 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Passenger Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 2 0 8 10 2 43 0 45 3 0 1 4 0 237 2 239 298 04:15 PM 0 1 0 1 1 56 4 61 1 0 1 2 5 211 10 226 290 04:30 PM 3 1 5 9 4 98 2 104 7 0 7 14 4 221 10 235 362 04:45 PM 3 1 5 9 0 65 2 67 3 0 4 7 2 223 15 240 323 Total 8 3 18 29 7 262 8 277 14 0 13 27 11 892 37 940 1273 05:00 PM 5 1 12 18 2 91 3 96 5 0 12 17 5 217 12 234 365 05:15 PM 2 0 6 8 2 79 2 83 4 0 1 5 8 208 5 221 317 05:30 PM 4 2 5 11 2 67 3 72 5 0 3 8 1 175 5 181 272 05:45 PM 3 0 3 6 1 70 1 72 3 0 1 4 4 151 4 159 241 Total 14 3 26 43 7 307 9 323 17 0 17 34 18 751 26 795 1195 Grand Total 22 6 44 72 14 569 17 600 31 0 30 61 29 1643 63 1735 2468 Apprch %30.6 8.3 61.1 2.3 94.8 2.8 50.8 0 49.2 1.7 94.7 3.6 Total %0.9 0.2 1.8 2.9 0.6 23.1 0.7 24.3 1.3 0 1.2 2.5 1.2 66.6 2.6 70.3 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 1 0 1 1 56 4 61 1 0 1 2 5 211 10 226 290 04:30 PM 3 1 5 9 4 98 2 104 7 0 7 14 4 221 10 235 362 04:45 PM 3 1 5 9 0 65 2 67 3 0 4 7 2 223 15 240 323 05:00 PM 5 1 12 18 2 91 3 96 5 0 12 17 5 217 12 234 365 Total Volume 11 4 22 37 7 310 11 328 16 0 24 40 16 872 47 935 1340 % App. Total 29.7 10.8 59.5 2.1 94.5 3.4 40 0 60 1.7 93.3 5 PHF .550 1.00 .458 .514 .438 .791 .688 .788 .571 .000 .500 .588 .800 .978 .783 .974 .918 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-153 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 22 Thru 4 Left 11 InOut Total 27 37 64 Right11 Thru310 Left7 OutTotalIn907 328 1235 Left 16 Thru 0 Right 24 Out TotalIn 58 40 98 Left16 Thru872 Right47 TotalOutIn348 935 1283 Peak Hour Begins at 04:15 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:00 PM +0 mins.0 1 0 1 1 56 4 61 1 0 1 2 0 237 2 239 +15 mins.3 1 5 9 4 98 2 104 7 0 7 14 5 211 10 226 +30 mins.3 1 5 9 0 65 2 67 3 0 4 7 4 221 10 235 +45 mins.5 1 12 18 2 91 3 96 5 0 12 17 2 223 15 240 Total Volume 11 4 22 37 7 310 11 328 16 0 24 40 11 892 37 940 % App. Total 29.7 10.8 59.5 2.1 94.5 3.4 40 0 60 1.2 94.9 3.9 PHF .550 1.000 .458 .514 .438 .791 .688 .788 .571 .000 .500 .588 .550 .941 .617 .979 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-154 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 3 0 3 0 0 0 0 0 7 0 7 10 04:15 PM 0 0 1 1 0 3 0 3 1 0 0 1 0 10 0 10 15 04:30 PM 0 0 0 0 0 3 0 3 0 0 0 0 1 8 0 9 12 04:45 PM 0 0 0 0 0 5 1 6 0 0 0 0 0 9 0 9 15 Total 0 0 1 1 0 14 1 15 1 0 0 1 1 34 0 35 52 05:00 PM 0 0 1 1 0 4 0 4 0 0 1 1 0 3 0 3 9 05:15 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 6 0 6 10 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 5 05:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 6 0 6 7 Total 0 0 1 1 0 9 0 9 0 0 1 1 0 20 0 20 31 Grand Total 0 0 2 2 0 23 1 24 1 0 1 2 1 54 0 55 83 Apprch %0 0 100 0 95.8 4.2 50 0 50 1.8 98.2 0 Total %0 0 2.4 2.4 0 27.7 1.2 28.9 1.2 0 1.2 2.4 1.2 65.1 0 66.3 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 7 0 7 10 04:15 PM 0 0 1 1 0 3 0 3 1 0 0 1 0 10 0 10 15 04:30 PM 0 0 0 0 0 3 0 3 0 0 0 0 1 8 0 9 12 04:45 PM 0 0 0 0 0 5 1 6 0 0 0 0 0 9 0 9 15 Total Volume 0 0 1 1 0 14 1 15 1 0 0 1 1 34 0 35 52 % App. Total 0 0 100 0 93.3 6.7 100 0 0 2.9 97.1 0 PHF .000 .000 .250 .250 .000 .700 .250 .625 .250 .000 .000 .250 .250 .850 .000 .875 .867 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-155 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 1 Thru 0 Left 0 InOut Total 2 1 3 Right1 Thru14 Left0 OutTotalIn34 15 49 Left 1 Thru 0 Right 0 Out TotalIn 0 1 1 Left1 Thru34 Right0 TotalOutIn16 35 51 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:00 PM +0 mins.0 0 1 1 0 3 0 3 1 0 0 1 0 7 0 7 +15 mins.0 0 0 0 0 3 0 3 0 0 0 0 0 10 0 10 +30 mins.0 0 0 0 0 5 1 6 0 0 0 0 1 8 0 9 +45 mins.0 0 1 1 0 4 0 4 0 0 1 1 0 9 0 9 Total Volume 0 0 2 2 0 15 1 16 1 0 1 2 1 34 0 35 % App. Total 0 0 100 0 93.8 6.2 50 0 50 2.9 97.1 0 PHF .000 .000 .500 .500 .000 .750 .250 .667 .250 .000 .250 .500 .250 .850 .000 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-156 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 2 0 2 0 0 0 0 0 8 0 8 11 04:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 15 0 15 17 04:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 1 7 1 9 11 04:45 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 9 Total 0 0 1 1 0 10 0 10 0 0 0 0 1 35 1 37 48 05:00 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5 05:15 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 1 4 9 05:30 PM 0 1 0 1 0 6 0 6 0 0 0 0 1 6 1 8 15 05:45 PM 0 0 1 1 0 8 0 8 0 0 0 0 0 11 0 11 20 Total 0 1 1 2 0 21 0 21 0 0 0 0 1 23 2 26 49 Grand Total 0 1 2 3 0 31 0 31 0 0 0 0 2 58 3 63 97 Apprch %0 33.3 66.7 0 100 0 0 0 0 3.2 92.1 4.8 Total %0 1 2.1 3.1 0 32 0 32 0 0 0 0 2.1 59.8 3.1 64.9 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 1 1 0 2 0 2 0 0 0 0 0 8 0 8 11 04:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 15 0 15 17 04:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 1 7 1 9 11 04:45 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 9 Total Volume 0 0 1 1 0 10 0 10 0 0 0 0 1 35 1 37 48 % App. Total 0 0 100 0 100 0 0 0 0 2.7 94.6 2.7 PHF .000 .000 .250 .250 .000 .625 .000 .625 .000 .000 .000 .000 .250 .583 .250 .617 .706 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-157 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 1 Thru 0 Left 0 InOut Total 1 1 2 Right0 Thru10 Left0 OutTotalIn35 10 45 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Left1 Thru35 Right1 TotalOutIn11 37 48 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:00 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 2 0 2 0 0 0 0 0 8 0 8 +15 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 15 0 15 +30 mins.0 0 0 0 0 2 0 2 0 0 0 0 1 7 1 9 +45 mins.0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 Total Volume 0 0 1 1 0 10 0 10 0 0 0 0 1 35 1 37 % App. Total 0 0 100 0 100 0 0 0 0 2.7 94.6 2.7 PHF .000 .000 .250 .250 .000 .625 .000 .625 .000 .000 .000 .000 .250 .583 .250 .617 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-158 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 11 0 11 1 0 0 1 0 13 0 13 25 04:15 PM 0 0 0 0 0 10 0 10 1 0 0 1 0 23 3 26 37 04:30 PM 0 0 0 0 1 10 0 11 0 0 0 0 0 14 1 15 26 04:45 PM 0 0 0 0 1 8 0 9 0 0 0 0 0 7 1 8 17 Total 0 0 0 0 2 39 0 41 2 0 0 2 0 57 5 62 105 05:00 PM 0 0 0 0 0 9 0 9 0 0 0 0 0 16 0 16 25 05:15 PM 0 0 0 0 0 6 0 6 0 0 0 0 0 12 0 12 18 05:30 PM 0 0 0 0 0 7 0 7 1 0 0 1 0 12 0 12 20 05:45 PM 0 0 0 0 0 9 0 9 2 0 1 3 0 13 1 14 26 Total 0 0 0 0 0 31 0 31 3 0 1 4 0 53 1 54 89 Grand Total 0 0 0 0 2 70 0 72 5 0 1 6 0 110 6 116 194 Apprch %0 0 0 2.8 97.2 0 83.3 0 16.7 0 94.8 5.2 Total %0 0 0 0 1 36.1 0 37.1 2.6 0 0.5 3.1 0 56.7 3.1 59.8 Hemlock Avenue Southbound Slover Avenue Westbound Hemlock Avenue Northbound Slover 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 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 0 0 0 0 11 0 11 1 0 0 1 0 13 0 13 25 04:15 PM 0 0 0 0 0 10 0 10 1 0 0 1 0 23 3 26 37 04:30 PM 0 0 0 0 1 10 0 11 0 0 0 0 0 14 1 15 26 04:45 PM 0 0 0 0 1 8 0 9 0 0 0 0 0 7 1 8 17 Total Volume 0 0 0 0 2 39 0 41 2 0 0 2 0 57 5 62 105 % App. Total 0 0 0 4.9 95.1 0 100 0 0 0 91.9 8.1 PHF .000 .000 .000 .000 .500 .886 .000 .932 .500 .000 .000 .500 .000 .620 .417 .596 .709 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-159 File Name : 03_FON_Hem_Slo PM Site Code : 05123171 Start Date : 3/3/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Slover Avenue Weather: Clear Hemlock Avenue Slover Avenue Slover Avenue Hemlock Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru39 Left2 OutTotalIn57 41 98 Left 2 Thru 0 Right 0 Out TotalIn 7 2 9 Left0 Thru57 Right5 TotalOutIn41 62 103 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:15 PM +0 mins.0 0 0 0 0 11 0 11 1 0 0 1 0 23 3 26 +15 mins.0 0 0 0 0 10 0 10 1 0 0 1 0 14 1 15 +30 mins.0 0 0 0 1 10 0 11 0 0 0 0 0 7 1 8 +45 mins.0 0 0 0 1 8 0 9 0 0 0 0 0 16 0 16 Total Volume 0 0 0 0 2 39 0 41 2 0 0 2 0 60 5 65 % App. Total 0 0 0 4.9 95.1 0 100 0 0 0 92.3 7.7 PHF .000 .000 .000 .000 .500 .886 .000 .932 .500 .000 .000 .500 .000 .652 .417 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-160 Location: Date: 3/3/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Hemlock Avenue Slover Avenue Hemlock Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 10012 10012 00011 00033 20068 North Leg East Leg South Leg West Leg Hemlock Avenue Slover Avenue Hemlock Avenue Slover Avenue Pedestrians Pedestrians Pedestrians Pedestrians 20002 00000 01023 00011 00011 00000 00011 11002 320510 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 Hemlock Avenue Slover Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-161 Location: Date: 3/3/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000000 1 000000000000 0 000000000000 0 000000000000 0 000010000000 1 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000000 1 000000000010 1 000010000010 2 Slover Avenue TOTAL VOLUMES: Hemlock Avenue Slover Avenue Hemlock Avenue Slover Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Hemlock Avenue Slover Avenue Hemlock 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 Slover Avenue Hemlock Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-162 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 9 150 46 6 205 5 1 5 3 11 2 144 3 0 149 23 3 2 1 28 10 393 403 07:15 AM 15 136 54 3 205 3 6 6 4 15 1 163 2 0 166 30 4 1 0 35 7 421 428 07:30 AM 13 154 62 14 229 5 11 7 5 23 3 234 2 0 239 47 1 7 0 55 19 546 565 07:45 AM 13 153 70 17 236 3 7 13 11 23 6 156 5 1 167 39 8 7 1 54 30 480 510 Total 50 593 232 40 875 16 25 31 23 72 12 697 12 1 721 139 16 17 2 172 66 1840 1906 08:00 AM 12 161 85 16 258 2 5 10 10 17 12 149 2 0 163 60 17 10 2 87 28 525 553 08:15 AM 11 135 105 28 251 0 9 8 8 17 9 137 4 0 150 81 13 36 11 130 47 548 595 08:30 AM 13 118 51 9 182 0 5 11 8 16 1 134 3 2 138 70 12 21 6 103 25 439 464 08:45 AM 18 75 32 6 125 4 3 7 5 14 4 135 3 0 142 20 3 5 2 28 13 309 322 Total 54 489 273 59 816 6 22 36 31 64 26 555 12 2 593 231 45 72 21 348 113 1821 1934 Grand Total 104 1082 505 99 1691 22 47 67 54 136 38 1252 24 3 1314 370 61 89 23 520 179 3661 3840 Apprch %6.2 64 29.9 16.2 34.6 49.3 2.9 95.3 1.8 71.2 11.7 17.1 Total %2.8 29.6 13.8 46.2 0.6 1.3 1.8 3.7 1 34.2 0.7 35.9 10.1 1.7 2.4 14.2 4.7 95.3 Passenger Vehicles 68 998 432 1582 11 36 43 127 32 1151 16 1200 318 51 83 474 0 0 3383 % Passenger Vehicles 65.4 92.2 85.5 84.8 88.4 50 76.6 64.2 68.5 66.8 84.2 91.9 66.7 33.3 91.1 85.9 83.6 93.3 95.7 87.3 0 0 88.1 Large 2 Axle Vehicles 8 40 24 76 9 2 5 21 4 44 1 50 17 4 4 26 0 0 173 % Large 2 Axle Vehicles 7.7 3.7 4.8 4 4.2 40.9 4.3 7.5 9.3 11.1 10.5 3.5 4.2 33.3 3.8 4.6 6.6 4.5 4.3 4.8 0 0 4.5 3 Axle Vehicles 4 9 15 29 0 3 4 9 1 14 1 16 12 4 0 16 0 0 70 % 3 Axle Vehicles 3.8 0.8 3 1 1.6 0 6.4 6 3.7 4.7 2.6 1.1 4.2 0 1.2 3.2 6.6 0 0 2.9 0 0 1.8 4+ Axle Trucks 24 35 34 103 2 6 15 33 1 43 6 51 23 2 2 27 0 0 214 % 4+ Axle Trucks 23.1 3.2 6.7 10.1 5.8 9.1 12.8 22.4 18.5 17.4 2.6 3.4 25 33.3 3.9 6.2 3.3 2.2 0 5 0 0 5.6 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 13 154 62 229 5 11 7 23 3 234 2 239 47 1 7 55 546 07:45 AM 13 153 70 236 3 7 13 23 6 156 5 167 39 8 7 54 480 08:00 AM 12 161 85 258 2 5 10 17 12 149 2 163 60 17 10 87 525 08:15 AM 11 135 105 251 0 9 8 17 9 137 4 150 81 13 36 130 548 Total Volume 49 603 322 974 10 32 38 80 30 676 13 719 227 39 60 326 2099 % App. Total 5 61.9 33.1 12.5 40 47.5 4.2 94 1.8 69.6 12 18.4 PHF .942 .936 .767 .944 .500 .727 .731 .870 .625 .722 .650 .752 .701 .574 .417 .627 .958 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-163 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 322 Thru 603 Left 49 InOut Total 941 974 1915 Right38 Thru32 Left10 OutTotalIn101 80 181 Left 30 Thru 676 Right 13 Out TotalIn 673 719 1392 Left227 Thru39 Right60 TotalOutIn384 326 710 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-164 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:15 AM 07:45 AM +0 mins.13 154 62 229 5 11 7 23 1 163 2 166 39 8 7 54 +15 mins.13 153 70 236 3 7 13 23 3 234 2 239 60 17 10 87 +30 mins.12 161 85 258 2 5 10 17 6 156 5 167 81 13 36 130 +45 mins.11 135 105 251 0 9 8 17 12 149 2 163 70 12 21 103 Total Volume 49 603 322 974 10 32 38 80 22 702 11 735 250 50 74 374 % App. Total 5 61.9 33.1 12.5 40 47.5 3 95.5 1.5 66.8 13.4 19.8 PHF .942 .936 .767 .944 .500 .727 .731 .870 .458 .750 .550 .769 .772 .735 .514 .719 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-165 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 9 138 36 4 183 2 0 4 2 6 2 133 3 0 138 17 1 1 1 19 7 346 353 07:15 AM 8 127 48 2 183 1 5 3 3 9 1 151 2 0 154 21 4 1 0 26 5 372 377 07:30 AM 9 145 56 13 210 1 11 6 5 18 3 223 1 0 227 40 1 5 0 46 18 501 519 07:45 AM 10 140 62 13 212 2 7 8 7 17 3 138 4 1 145 37 6 7 1 50 22 424 446 Total 36 550 202 32 788 6 23 21 17 50 9 645 10 1 664 115 12 14 2 141 52 1643 1695 08:00 AM 8 144 74 14 226 2 4 7 7 13 9 134 1 0 144 52 16 10 2 78 23 461 484 08:15 AM 4 126 93 25 223 0 7 6 6 13 9 131 2 0 142 72 11 36 11 119 42 497 539 08:30 AM 7 108 41 7 156 0 2 5 3 7 1 124 1 0 126 65 12 19 5 96 15 385 400 08:45 AM 13 70 22 6 105 3 0 4 4 7 4 117 2 0 123 14 0 4 2 18 12 253 265 Total 32 448 230 52 710 5 13 22 20 40 23 506 6 0 535 203 39 69 20 311 92 1596 1688 Grand Total 68 998 432 84 1498 11 36 43 37 90 32 1151 16 1 1199 318 51 83 22 452 144 3239 3383 Apprch %4.5 66.6 28.8 12.2 40 47.8 2.7 96 1.3 70.4 11.3 18.4 Total %2.1 30.8 13.3 46.2 0.3 1.1 1.3 2.8 1 35.5 0.5 37 9.8 1.6 2.6 14 4.3 95.7 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 9 145 56 210 1 11 6 18 3 223 1 227 40 1 5 46 501 07:45 AM 10 140 62 212 2 7 8 17 3 138 4 145 37 6 7 50 424 08:00 AM 8 144 74 226 2 4 7 13 9 134 1 144 52 16 10 78 461 08:15 AM 4 126 93 223 0 7 6 13 9 131 2 142 72 11 36 119 497 Total Volume 31 555 285 871 5 29 27 61 24 626 8 658 201 34 58 293 1883 % App. Total 3.6 63.7 32.7 8.2 47.5 44.3 3.6 95.1 1.2 68.6 11.6 19.8 PHF .775 .957 .766 .963 .625 .659 .844 .847 .667 .702 .500 .725 .698 .531 .403 .616 .940 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-166 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 285 Thru 555 Left 31 InOut Total 854 871 1725 Right27 Thru29 Left5 OutTotalIn73 61 134 Left 24 Thru 626 Right 8 Out TotalIn 618 658 1276 Left201 Thru34 Right58 TotalOutIn338 293 631 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-167 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.9 145 56 210 1 11 6 18 3 223 1 227 40 1 5 46 +15 mins.10 140 62 212 2 7 8 17 3 138 4 145 37 6 7 50 +30 mins.8 144 74 226 2 4 7 13 9 134 1 144 52 16 10 78 +45 mins.4 126 93 223 0 7 6 13 9 131 2 142 72 11 36 119 Total Volume 31 555 285 871 5 29 27 61 24 626 8 658 201 34 58 293 % App. Total 3.6 63.7 32.7 8.2 47.5 44.3 3.6 95.1 1.2 68.6 11.6 19.8 PHF .775 .957 .766 .963 .625 .659 .844 .847 .667 .702 .500 .725 .698 .531 .403 .616 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-168 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 6 2 1 8 2 0 0 0 2 0 7 0 0 7 5 0 0 0 5 1 22 23 07:15 AM 2 3 2 0 7 2 0 0 0 2 0 6 0 0 6 2 0 0 0 2 0 17 17 07:30 AM 1 5 3 0 9 4 0 0 0 4 0 4 0 0 4 2 0 1 0 3 0 20 20 07:45 AM 0 6 2 0 8 1 0 1 1 2 2 7 0 0 9 0 2 0 0 2 1 21 22 Total 3 20 9 1 32 9 0 1 1 10 2 24 0 0 26 9 2 1 0 12 2 80 82 08:00 AM 2 6 4 1 12 0 0 0 0 0 2 9 0 0 11 1 1 0 0 2 1 25 26 08:15 AM 3 4 3 1 10 0 0 0 0 0 0 2 0 0 2 4 0 0 0 4 1 16 17 08:30 AM 0 8 4 1 12 0 0 4 4 4 0 2 1 1 3 0 0 2 1 2 7 21 28 08:45 AM 0 2 4 0 6 0 2 0 0 2 0 7 0 0 7 3 1 1 0 5 0 20 20 Total 5 20 15 3 40 0 2 4 4 6 2 20 1 1 23 8 2 3 1 13 9 82 91 Grand Total 8 40 24 4 72 9 2 5 5 16 4 44 1 1 49 17 4 4 1 25 11 162 173 Apprch %11.1 55.6 33.3 56.2 12.5 31.2 8.2 89.8 2 68 16 16 Total %4.9 24.7 14.8 44.4 5.6 1.2 3.1 9.9 2.5 27.2 0.6 30.2 10.5 2.5 2.5 15.4 6.4 93.6 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 1 5 3 9 4 0 0 4 0 4 0 4 2 0 1 3 20 07:45 AM 0 6 2 8 1 0 1 2 2 7 0 9 0 2 0 2 21 08:00 AM 2 6 4 12 0 0 0 0 2 9 0 11 1 1 0 2 25 08:15 AM 3 4 3 10 0 0 0 0 0 2 0 2 4 0 0 4 16 Total Volume 6 21 12 39 5 0 1 6 4 22 0 26 7 3 1 11 82 % App. Total 15.4 53.8 30.8 83.3 0 16.7 15.4 84.6 0 63.6 27.3 9.1 PHF .500 .875 .750 .813 .313 .000 .250 .375 .500 .611 .000 .591 .438 .375 .250 .688 .820 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-169 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 12 Thru 21 Left 6 InOut Total 30 39 69 Right1 Thru0 Left5 OutTotalIn9 6 15 Left 4 Thru 22 Right 0 Out TotalIn 27 26 53 Left7 Thru3 Right1 TotalOutIn16 11 27 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-170 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.1 5 3 9 4 0 0 4 0 4 0 4 2 0 1 3 +15 mins.0 6 2 8 1 0 1 2 2 7 0 9 0 2 0 2 +30 mins.2 6 4 12 0 0 0 0 2 9 0 11 1 1 0 2 +45 mins.3 4 3 10 0 0 0 0 0 2 0 2 4 0 0 4 Total Volume 6 21 12 39 5 0 1 6 4 22 0 26 7 3 1 11 % App. Total 15.4 53.8 30.8 83.3 0 16.7 15.4 84.6 0 63.6 27.3 9.1 PHF .500 .875 .750 .813 .313 .000 .250 .375 .500 .611 .000 .591 .438 .375 .250 .688 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-171 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 1 5 0 6 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 7 7 07:15 AM 1 1 0 0 2 0 0 2 1 2 0 2 0 0 2 2 0 0 0 2 1 8 9 07:30 AM 1 1 1 1 3 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 4 5 07:45 AM 0 0 0 0 0 0 0 0 0 0 1 3 1 0 5 0 0 0 0 0 0 5 5 Total 2 3 6 1 11 0 0 2 1 2 1 6 1 0 8 2 1 0 0 3 2 24 26 08:00 AM 0 3 3 0 6 0 1 1 1 2 0 1 0 0 1 2 0 0 0 2 1 11 12 08:15 AM 0 1 3 0 4 0 1 0 0 1 0 1 0 0 1 2 2 0 0 4 0 10 10 08:30 AM 2 0 1 0 3 0 1 1 0 2 0 3 0 0 3 4 0 0 0 4 0 12 12 08:45 AM 0 2 2 0 4 0 0 0 0 0 0 3 0 0 3 2 1 0 0 3 0 10 10 Total 2 6 9 0 17 0 3 2 1 5 0 8 0 0 8 10 3 0 0 13 1 43 44 Grand Total 4 9 15 1 28 0 3 4 2 7 1 14 1 0 16 12 4 0 0 16 3 67 70 Apprch %14.3 32.1 53.6 0 42.9 57.1 6.2 87.5 6.2 75 25 0 Total %6 13.4 22.4 41.8 0 4.5 6 10.4 1.5 20.9 1.5 23.9 17.9 6 0 23.9 4.3 95.7 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 1 1 1 3 0 0 0 0 0 1 0 1 0 0 0 0 4 07:45 AM 0 0 0 0 0 0 0 0 1 3 1 5 0 0 0 0 5 08:00 AM 0 3 3 6 0 1 1 2 0 1 0 1 2 0 0 2 11 08:15 AM 0 1 3 4 0 1 0 1 0 1 0 1 2 2 0 4 10 Total Volume 1 5 7 13 0 2 1 3 1 6 1 8 4 2 0 6 30 % App. Total 7.7 38.5 53.8 0 66.7 33.3 12.5 75 12.5 66.7 33.3 0 PHF .250 .417 .583 .542 .000 .500 .250 .375 .250 .500 .250 .400 .500 .250 .000 .375 .682 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-172 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 7 Thru 5 Left 1 InOut Total 11 13 24 Right1 Thru2 Left0 OutTotalIn4 3 7 Left 1 Thru 6 Right 1 Out TotalIn 5 8 13 Left4 Thru2 Right0 TotalOutIn10 6 16 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-173 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.1 1 1 3 0 0 0 0 0 1 0 1 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 1 3 1 5 0 0 0 0 +30 mins.0 3 3 6 0 1 1 2 0 1 0 1 2 0 0 2 +45 mins.0 1 3 4 0 1 0 1 0 1 0 1 2 2 0 4 Total Volume 1 5 7 13 0 2 1 3 1 6 1 8 4 2 0 6 % App. Total 7.7 38.5 53.8 0 66.7 33.3 12.5 75 12.5 66.7 33.3 0 PHF .250 .417 .583 .542 .000 .500 .250 .375 .250 .500 .250 .400 .500 .250 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-174 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 5 3 1 8 1 1 1 1 3 0 4 0 0 4 1 1 1 0 3 2 18 20 07:15 AM 4 5 4 1 13 0 1 1 0 2 0 4 0 0 4 5 0 0 0 5 1 24 25 07:30 AM 2 3 2 0 7 0 0 1 0 1 0 6 1 0 7 5 0 1 0 6 0 21 21 07:45 AM 3 7 6 4 16 0 0 4 3 4 0 8 0 0 8 2 0 0 0 2 7 30 37 Total 9 20 15 6 44 1 2 7 4 10 0 22 1 0 23 13 1 2 0 16 10 93 103 08:00 AM 2 8 4 1 14 0 0 2 2 2 1 5 1 0 7 5 0 0 0 5 3 28 31 08:15 AM 4 4 6 2 14 0 1 2 2 3 0 3 2 0 5 3 0 0 0 3 4 25 29 08:30 AM 4 2 5 1 11 0 2 1 1 3 0 5 1 1 6 1 0 0 0 1 3 21 24 08:45 AM 5 1 4 0 10 1 1 3 1 5 0 8 1 0 9 1 1 0 0 2 1 26 27 Total 15 15 19 4 49 1 4 8 6 13 1 21 5 1 27 10 1 0 0 11 11 100 111 Grand Total 24 35 34 10 93 2 6 15 10 23 1 43 6 1 50 23 2 2 0 27 21 193 214 Apprch %25.8 37.6 36.6 8.7 26.1 65.2 2 86 12 85.2 7.4 7.4 Total %12.4 18.1 17.6 48.2 1 3.1 7.8 11.9 0.5 22.3 3.1 25.9 11.9 1 1 14 9.8 90.2 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 2 3 2 7 0 0 1 1 0 6 1 7 5 0 1 6 21 07:45 AM 3 7 6 16 0 0 4 4 0 8 0 8 2 0 0 2 30 08:00 AM 2 8 4 14 0 0 2 2 1 5 1 7 5 0 0 5 28 08:15 AM 4 4 6 14 0 1 2 3 0 3 2 5 3 0 0 3 25 Total Volume 11 22 18 51 0 1 9 10 1 22 4 27 15 0 1 16 104 % App. Total 21.6 43.1 35.3 0 10 90 3.7 81.5 14.8 93.8 0 6.2 PHF .688 .688 .750 .797 .000 .250 .563 .625 .250 .688 .500 .844 .750 .000 .250 .667 .867 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-175 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 18 Thru 22 Left 11 InOut Total 46 51 97 Right9 Thru1 Left0 OutTotalIn15 10 25 Left 1 Thru 22 Right 4 Out TotalIn 23 27 50 Left15 Thru0 Right1 TotalOutIn20 16 36 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-176 File Name : 04_FON_Cher_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.2 3 2 7 0 0 1 1 0 6 1 7 5 0 1 6 +15 mins.3 7 6 16 0 0 4 4 0 8 0 8 2 0 0 2 +30 mins.2 8 4 14 0 0 2 2 1 5 1 7 5 0 0 5 +45 mins.4 4 6 14 0 1 2 3 0 3 2 5 3 0 0 3 Total Volume 11 22 18 51 0 1 9 10 1 22 4 27 15 0 1 16 % App. Total 21.6 43.1 35.3 0 10 90 3.7 81.5 14.8 93.8 0 6.2 PHF .688 .688 .750 .797 .000 .250 .563 .625 .250 .688 .500 .844 .750 .000 .250 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-177 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 10 213 35 10 258 2 10 12 6 24 6 127 2 0 135 43 19 2 1 64 17 481 498 04:15 PM 8 214 33 4 255 2 6 4 3 12 5 117 6 0 128 41 19 8 2 68 9 463 472 04:30 PM 14 191 26 3 231 2 1 9 7 12 3 113 7 2 123 70 26 8 2 104 14 470 484 04:45 PM 8 216 19 1 243 5 5 7 4 17 1 161 3 1 165 38 10 4 2 52 8 477 485 Total 40 834 113 18 987 11 22 32 20 65 15 518 18 3 551 192 74 22 7 288 48 1891 1939 05:00 PM 9 211 25 5 245 7 5 8 6 20 1 131 2 0 134 49 14 4 1 67 12 466 478 05:15 PM 7 211 20 3 238 2 1 13 13 16 4 124 6 0 134 37 13 4 3 54 19 442 461 05:30 PM 10 183 14 1 207 0 0 5 5 5 1 104 3 1 108 29 5 2 1 36 8 356 364 05:45 PM 8 209 17 2 234 1 0 7 6 8 3 142 3 0 148 16 2 4 2 22 10 412 422 Total 34 814 76 11 924 10 6 33 30 49 9 501 14 1 524 131 34 14 7 179 49 1676 1725 Grand Total 74 1648 189 29 1911 21 28 65 50 114 24 1019 32 4 1075 323 108 36 14 467 97 3567 3664 Apprch %3.9 86.2 9.9 18.4 24.6 57 2.2 94.8 3 69.2 23.1 7.7 Total %2.1 46.2 5.3 53.6 0.6 0.8 1.8 3.2 0.7 28.6 0.9 30.1 9.1 3 1 13.1 2.6 97.4 Passenger Vehicles 52 1590 130 1794 19 22 54 139 20 959 21 1003 285 94 33 425 0 0 3361 % Passenger Vehicles 70.3 96.5 68.8 75.9 92.5 90.5 78.6 83.1 88 84.8 83.3 94.1 65.6 75 93 88.2 87 91.7 92.9 88.4 0 0 91.7 Large 2 Axle Vehicles 5 22 8 37 1 2 2 6 0 18 2 21 9 2 1 13 0 0 77 % Large 2 Axle Vehicles 6.8 1.3 4.2 6.9 1.9 4.8 7.1 3.1 2 3.7 0 1.8 6.2 25 1.9 2.8 1.9 2.8 7.1 2.7 0 0 2.1 3 Axle Vehicles 4 13 25 46 0 1 2 4 4 11 2 17 11 5 1 17 0 0 84 % 3 Axle Vehicles 5.4 0.8 13.2 13.8 2.4 0 3.6 3.1 2 2.4 16.7 1.1 6.2 0 1.6 3.4 4.6 2.8 0 3.5 0 0 2.3 4+ Axle Trucks 13 23 26 63 1 3 7 15 0 31 7 38 18 7 1 26 0 0 142 % 4+ Axle Trucks 17.6 1.4 13.8 3.4 3.2 4.8 10.7 10.8 8 9.1 0 3 21.9 0 3.5 5.6 6.5 2.8 0 5.4 0 0 3.9 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 10 213 35 258 2 10 12 24 6 127 2 135 43 19 2 64 481 04:15 PM 8 214 33 255 2 6 4 12 5 117 6 128 41 19 8 68 463 04:30 PM 14 191 26 231 2 1 9 12 3 113 7 123 70 26 8 104 470 04:45 PM 8 216 19 243 5 5 7 17 1 161 3 165 38 10 4 52 477 Total Volume 40 834 113 987 11 22 32 65 15 518 18 551 192 74 22 288 1891 % App. Total 4.1 84.5 11.4 16.9 33.8 49.2 2.7 94 3.3 66.7 25.7 7.6 PHF .714 .965 .807 .956 .550 .550 .667 .677 .625 .804 .643 .835 .686 .712 .688 .692 .983 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-178 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 113 Thru 834 Left 40 InOut Total 742 987 1729 Right32 Thru22 Left11 OutTotalIn132 65 197 Left 15 Thru 518 Right 18 Out TotalIn 867 551 1418 Left192 Thru74 Right22 TotalOutIn150 288 438 Peak Hour Begins at 04:00 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-179 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:30 PM 04:15 PM +0 mins.10 213 35 258 2 10 12 24 3 113 7 123 41 19 8 68 +15 mins.8 214 33 255 2 6 4 12 1 161 3 165 70 26 8 104 +30 mins.14 191 26 231 2 1 9 12 1 131 2 134 38 10 4 52 +45 mins.8 216 19 243 5 5 7 17 4 124 6 134 49 14 4 67 Total Volume 40 834 113 987 11 22 32 65 9 529 18 556 198 69 24 291 % App. Total 4.1 84.5 11.4 16.9 33.8 49.2 1.6 95.1 3.2 68 23.7 8.2 PHF .714 .965 .807 .956 .550 .550 .667 .677 .563 .821 .643 .842 .707 .663 .750 .700 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-180 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 7 203 22 8 232 1 10 9 5 20 4 119 1 0 124 39 15 2 1 56 14 432 446 04:15 PM 6 204 21 2 231 2 3 3 3 8 5 108 4 0 117 35 15 7 2 57 7 413 420 04:30 PM 9 183 21 3 213 1 0 8 6 9 3 103 6 2 112 62 21 8 2 91 13 425 438 04:45 PM 5 209 12 1 226 5 3 7 4 15 0 154 3 1 157 34 10 4 2 48 8 446 454 Total 27 799 76 14 902 9 16 27 18 52 12 484 14 3 510 170 61 21 7 252 42 1716 1758 05:00 PM 7 201 15 3 223 7 5 7 6 19 1 127 0 0 128 39 14 4 1 57 10 427 437 05:15 PM 6 204 15 3 225 2 1 11 11 14 4 115 4 0 123 34 12 3 2 49 16 411 427 05:30 PM 7 181 11 1 199 0 0 5 5 5 1 99 1 0 101 28 5 1 1 34 7 339 346 05:45 PM 5 205 13 1 223 1 0 4 4 5 2 134 2 0 138 14 2 4 2 20 7 386 393 Total 25 791 54 8 870 10 6 27 26 43 8 475 7 0 490 115 33 12 6 160 40 1563 1603 Grand Total 52 1590 130 22 1772 19 22 54 44 95 20 959 21 3 1000 285 94 33 13 412 82 3279 3361 Apprch %2.9 89.7 7.3 20 23.2 56.8 2 95.9 2.1 69.2 22.8 8 Total %1.6 48.5 4 54 0.6 0.7 1.6 2.9 0.6 29.2 0.6 30.5 8.7 2.9 1 12.6 2.4 97.6 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 7 203 22 232 1 10 9 20 4 119 1 124 39 15 2 56 432 04:15 PM 6 204 21 231 2 3 3 8 5 108 4 117 35 15 7 57 413 04:30 PM 9 183 21 213 1 0 8 9 3 103 6 112 62 21 8 91 425 04:45 PM 5 209 12 226 5 3 7 15 0 154 3 157 34 10 4 48 446 Total Volume 27 799 76 902 9 16 27 52 12 484 14 510 170 61 21 252 1716 % App. Total 3 88.6 8.4 17.3 30.8 51.9 2.4 94.9 2.7 67.5 24.2 8.3 PHF .750 .956 .864 .972 .450 .400 .750 .650 .600 .786 .583 .812 .685 .726 .656 .692 .962 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-181 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 76 Thru 799 Left 27 InOut Total 681 902 1583 Right27 Thru16 Left9 OutTotalIn102 52 154 Left 12 Thru 484 Right 14 Out TotalIn 829 510 1339 Left170 Thru61 Right21 TotalOutIn104 252 356 Peak Hour Begins at 04:00 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-182 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.7 203 22 232 1 10 9 20 4 119 1 124 39 15 2 56 +15 mins.6 204 21 231 2 3 3 8 5 108 4 117 35 15 7 57 +30 mins.9 183 21 213 1 0 8 9 3 103 6 112 62 21 8 91 +45 mins.5 209 12 226 5 3 7 15 0 154 3 157 34 10 4 48 Total Volume 27 799 76 902 9 16 27 52 12 484 14 510 170 61 21 252 % App. Total 3 88.6 8.4 17.3 30.8 51.9 2.4 94.9 2.7 67.5 24.2 8.3 PHF .750 .956 .864 .972 .450 .400 .750 .650 .600 .786 .583 .812 .685 .726 .656 .692 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-183 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 4 1 0 6 0 0 0 0 0 0 3 1 0 4 1 0 0 0 1 0 11 11 04:15 PM 0 5 4 2 9 0 1 0 0 1 0 4 0 0 4 2 0 0 0 2 2 16 18 04:30 PM 2 3 1 0 6 1 0 1 1 2 0 5 0 0 5 2 2 0 0 4 1 17 18 04:45 PM 0 2 0 0 2 0 1 0 0 1 0 2 0 0 2 2 0 0 0 2 0 7 7 Total 3 14 6 2 23 1 2 1 1 4 0 14 1 0 15 7 2 0 0 9 3 51 54 05:00 PM 0 6 1 0 7 0 0 1 0 1 0 1 0 0 1 2 0 0 0 2 0 11 11 05:15 PM 1 2 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 5 6 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 0 0 0 0 0 1 2 3 05:45 PM 1 0 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 3 Total 2 8 2 0 12 0 0 1 0 1 0 4 1 1 5 2 0 1 1 3 2 21 23 Grand Total 5 22 8 2 35 1 2 2 1 5 0 18 2 1 20 9 2 1 1 12 5 72 77 Apprch %14.3 62.9 22.9 20 40 40 0 90 10 75 16.7 8.3 Total %6.9 30.6 11.1 48.6 1.4 2.8 2.8 6.9 0 25 2.8 27.8 12.5 2.8 1.4 16.7 6.5 93.5 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 4 1 6 0 0 0 0 0 3 1 4 1 0 0 1 11 04:15 PM 0 5 4 9 0 1 0 1 0 4 0 4 2 0 0 2 16 04:30 PM 2 3 1 6 1 0 1 2 0 5 0 5 2 2 0 4 17 04:45 PM 0 2 0 2 0 1 0 1 0 2 0 2 2 0 0 2 7 Total Volume 3 14 6 23 1 2 1 4 0 14 1 15 7 2 0 9 51 % App. Total 13 60.9 26.1 25 50 25 0 93.3 6.7 77.8 22.2 0 PHF .375 .700 .375 .639 .250 .500 .250 .500 .000 .700 .250 .750 .875 .250 .000 .563 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-184 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 6 Thru 14 Left 3 InOut Total 22 23 45 Right1 Thru2 Left1 OutTotalIn6 4 10 Left 0 Thru 14 Right 1 Out TotalIn 15 15 30 Left7 Thru2 Right0 TotalOutIn8 9 17 Peak Hour Begins at 04:00 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-185 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.1 4 1 6 0 0 0 0 0 3 1 4 1 0 0 1 +15 mins.0 5 4 9 0 1 0 1 0 4 0 4 2 0 0 2 +30 mins.2 3 1 6 1 0 1 2 0 5 0 5 2 2 0 4 +45 mins.0 2 0 2 0 1 0 1 0 2 0 2 2 0 0 2 Total Volume 3 14 6 23 1 2 1 4 0 14 1 15 7 2 0 9 % App. Total 13 60.9 26.1 25 50 25 0 93.3 6.7 77.8 22.2 0 PHF .375 .700 .375 .639 .250 .500 .250 .500 .000 .700 .250 .750 .875 .250 .000 .563 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-186 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 1 9 2 10 0 0 0 0 0 2 3 0 0 5 2 2 0 0 4 2 19 21 04:15 PM 1 2 2 0 5 0 0 1 0 1 0 0 1 0 1 0 2 0 0 2 0 9 9 04:30 PM 1 3 2 0 6 0 0 0 0 0 0 0 0 0 0 3 1 0 0 4 0 10 10 04:45 PM 2 2 2 0 6 0 1 0 0 1 1 1 0 0 2 2 0 0 0 2 0 11 11 Total 4 8 15 2 27 0 1 1 0 2 3 4 1 0 8 7 5 0 0 12 2 49 51 05:00 PM 0 3 3 1 6 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 7 8 05:15 PM 0 2 2 0 4 0 0 1 1 1 0 2 0 0 2 2 0 0 0 2 1 9 10 05:30 PM 0 0 1 0 1 0 0 0 0 0 0 2 1 0 3 0 0 1 0 1 0 5 5 05:45 PM 0 0 4 1 4 0 0 0 0 0 1 3 0 0 4 1 0 0 0 1 1 9 10 Total 0 5 10 2 15 0 0 1 1 1 1 7 1 0 9 4 0 1 0 5 3 30 33 Grand Total 4 13 25 4 42 0 1 2 1 3 4 11 2 0 17 11 5 1 0 17 5 79 84 Apprch %9.5 31 59.5 0 33.3 66.7 23.5 64.7 11.8 64.7 29.4 5.9 Total %5.1 16.5 31.6 53.2 0 1.3 2.5 3.8 5.1 13.9 2.5 21.5 13.9 6.3 1.3 21.5 6 94 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 1 9 10 0 0 0 0 2 3 0 5 2 2 0 4 19 04:15 PM 1 2 2 5 0 0 1 1 0 0 1 1 0 2 0 2 9 04:30 PM 1 3 2 6 0 0 0 0 0 0 0 0 3 1 0 4 10 04:45 PM 2 2 2 6 0 1 0 1 1 1 0 2 2 0 0 2 11 Total Volume 4 8 15 27 0 1 1 2 3 4 1 8 7 5 0 12 49 % App. Total 14.8 29.6 55.6 0 50 50 37.5 50 12.5 58.3 41.7 0 PHF .500 .667 .417 .675 .000 .250 .250 .500 .375 .333 .250 .400 .583 .625 .000 .750 .645 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-187 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 15 Thru 8 Left 4 InOut Total 12 27 39 Right1 Thru1 Left0 OutTotalIn10 2 12 Left 3 Thru 4 Right 1 Out TotalIn 8 8 16 Left7 Thru5 Right0 TotalOutIn19 12 31 Peak Hour Begins at 04:00 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-188 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.0 1 9 10 0 0 0 0 2 3 0 5 2 2 0 4 +15 mins.1 2 2 5 0 0 1 1 0 0 1 1 0 2 0 2 +30 mins.1 3 2 6 0 0 0 0 0 0 0 0 3 1 0 4 +45 mins.2 2 2 6 0 1 0 1 1 1 0 2 2 0 0 2 Total Volume 4 8 15 27 0 1 1 2 3 4 1 8 7 5 0 12 % App. Total 14.8 29.6 55.6 0 50 50 37.5 50 12.5 58.3 41.7 0 PHF .500 .667 .417 .675 .000 .250 .250 .500 .375 .333 .250 .400 .583 .625 .000 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-189 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 5 3 0 10 1 0 3 1 4 0 2 0 0 2 1 2 0 0 3 1 19 20 04:15 PM 1 3 6 0 10 0 2 0 0 2 0 5 1 0 6 4 2 1 0 7 0 25 25 04:30 PM 2 2 2 0 6 0 1 0 0 1 0 5 1 0 6 3 2 0 0 5 0 18 18 04:45 PM 1 3 5 0 9 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 13 13 Total 6 13 16 0 35 1 3 3 1 7 0 16 2 0 18 8 6 1 0 15 1 75 76 05:00 PM 2 1 6 1 9 0 0 0 0 0 0 3 2 0 5 7 0 0 0 7 1 21 22 05:15 PM 0 3 2 0 5 0 0 1 1 1 0 7 2 0 9 1 1 0 0 2 1 17 18 05:30 PM 3 2 2 0 7 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 0 10 10 05:45 PM 2 4 0 0 6 0 0 3 2 3 0 3 1 0 4 1 0 0 0 1 2 14 16 Total 7 10 10 1 27 0 0 4 3 4 0 15 5 0 20 10 1 0 0 11 4 62 66 Grand Total 13 23 26 1 62 1 3 7 4 11 0 31 7 0 38 18 7 1 0 26 5 137 142 Apprch %21 37.1 41.9 9.1 27.3 63.6 0 81.6 18.4 69.2 26.9 3.8 Total %9.5 16.8 19 45.3 0.7 2.2 5.1 8 0 22.6 5.1 27.7 13.1 5.1 0.7 19 3.5 96.5 Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 2 5 3 10 1 0 3 4 0 2 0 2 1 2 0 3 19 04:15 PM 1 3 6 10 0 2 0 2 0 5 1 6 4 2 1 7 25 04:30 PM 2 2 2 6 0 1 0 1 0 5 1 6 3 2 0 5 18 04:45 PM 1 3 5 9 0 0 0 0 0 4 0 4 0 0 0 0 13 Total Volume 6 13 16 35 1 3 3 7 0 16 2 18 8 6 1 15 75 % App. Total 17.1 37.1 45.7 14.3 42.9 42.9 0 88.9 11.1 53.3 40 6.7 PHF .750 .650 .667 .875 .250 .375 .250 .438 .000 .800 .500 .750 .500 .750 .250 .536 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-190 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Santa Ana Avenue Santa Ana Avenue Cherry Avenue Right 16 Thru 13 Left 6 InOut Total 27 35 62 Right3 Thru3 Left1 OutTotalIn14 7 21 Left 0 Thru 16 Right 2 Out TotalIn 15 18 33 Left8 Thru6 Right1 TotalOutIn19 15 34 Peak Hour Begins at 04:00 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-191 File Name : 04_FON_Cher_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Cherry Avenue E/W: Santa Ana Avenue Weather: Clear Cherry Avenue Southbound Santa Ana Avenue Westbound Cherry Avenue Northbound Santa Ana 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 Each Approach Begins at: 04:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.2 5 3 10 1 0 3 4 0 2 0 2 1 2 0 3 +15 mins.1 3 6 10 0 2 0 2 0 5 1 6 4 2 1 7 +30 mins.2 2 2 6 0 1 0 1 0 5 1 6 3 2 0 5 +45 mins.1 3 5 9 0 0 0 0 0 4 0 4 0 0 0 0 Total Volume 6 13 16 35 1 3 3 7 0 16 2 18 8 6 1 15 % App. Total 17.1 37.1 45.7 14.3 42.9 42.9 0 88.9 11.1 53.3 40 6.7 PHF .750 .650 .667 .875 .250 .375 .250 .438 .000 .800 .500 .750 .500 .750 .250 .536 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-192 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Cherry Avenue Santa Ana Avenue Cherry Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Cherry Avenue Santa Ana Avenue Cherry Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00101 00000 00000 00000 00000 01001 01102 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 Cherry Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-193 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000000000 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000300 3 000000000000 0 000000010000 1 010000010300 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Santa Ana Avenue TOTAL VOLUMES: Cherry Avenue Santa Ana Avenue Cherry Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Cherry Avenue Santa Ana Avenue Cherry 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 Santa Ana Avenue Cherry Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-194 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 8 0 8 4 3 1 8 3 9 3 15 32 07:15 AM 0 2 2 4 1 5 1 7 2 3 1 6 0 4 7 11 28 07:30 AM 2 2 5 9 0 13 1 14 3 2 4 9 1 7 4 12 44 07:45 AM 1 1 5 7 1 19 0 20 5 1 2 8 4 8 3 15 50 Total 3 6 12 21 2 45 2 49 14 9 8 31 8 28 17 53 154 08:00 AM 1 3 1 5 1 11 1 13 3 2 1 6 3 23 1 27 51 08:15 AM 1 1 0 2 0 12 1 13 5 3 4 12 0 22 3 25 52 08:30 AM 2 2 3 7 1 10 1 12 5 2 2 9 1 17 3 21 49 08:45 AM 2 1 1 4 0 8 1 9 2 1 1 4 0 12 5 17 34 Total 6 7 5 18 2 41 4 47 15 8 8 31 4 74 12 90 186 Grand Total 9 13 17 39 4 86 6 96 29 17 16 62 12 102 29 143 340 Apprch %23.1 33.3 43.6 4.2 89.6 6.2 46.8 27.4 25.8 8.4 71.3 20.3 Total %2.6 3.8 5 11.5 1.2 25.3 1.8 28.2 8.5 5 4.7 18.2 3.5 30 8.5 42.1 Passenger Vehicles 6 11 15 32 4 64 4 72 13 9 13 35 11 73 20 104 243 % Passenger Vehicles 66.7 84.6 88.2 82.1 100 74.4 66.7 75 44.8 52.9 81.2 56.5 91.7 71.6 69 72.7 71.5 Large 2 Axle Vehicles 2 1 0 3 0 4 1 5 3 4 1 8 0 8 2 10 26 % Large 2 Axle Vehicles 22.2 7.7 0 7.7 0 4.7 16.7 5.2 10.3 23.5 6.2 12.9 0 7.8 6.9 7 7.6 3 Axle Vehicles 1 1 1 3 0 2 0 2 6 2 2 10 0 7 2 9 24 % 3 Axle Vehicles 11.1 7.7 5.9 7.7 0 2.3 0 2.1 20.7 11.8 12.5 16.1 0 6.9 6.9 6.3 7.1 4+ Axle Trucks 0 0 1 1 0 16 1 17 7 2 0 9 1 14 5 20 47 % 4+ Axle Trucks 0 0 5.9 2.6 0 18.6 16.7 17.7 24.1 11.8 0 14.5 8.3 13.7 17.2 14 13.8 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 07:45 AM 07:45 AM 1 1 5 7 1 19 0 20 5 1 2 8 4 8 3 15 50 08:00 AM 1 3 1 5 1 11 1 13 3 2 1 6 3 23 1 27 51 08:15 AM 1 1 0 2 0 12 1 13 5 3 4 12 0 22 3 25 52 08:30 AM 2 2 3 7 1 10 1 12 5 2 2 9 1 17 3 21 49 Total Volume 5 7 9 21 3 52 3 58 18 8 9 35 8 70 10 88 202 % App. Total 23.8 33.3 42.9 5.2 89.7 5.2 51.4 22.9 25.7 9.1 79.5 11.4 PHF .625 .583 .450 .750 .750 .684 .750 .725 .900 .667 .563 .729 .500 .761 .833 .815 .971 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-195 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 9 Thru 7 Left 5 InOut Total 19 21 40 Right3 Thru52 Left3 OutTotalIn84 58 142 Left 18 Thru 8 Right 9 Out TotalIn 20 35 55 Left8 Thru70 Right10 TotalOutIn79 88 167 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: 07:15 AM 07:30 AM 07:30 AM 08:00 AM +0 mins.0 2 2 4 0 13 1 14 3 2 4 9 3 23 1 27 +15 mins.2 2 5 9 1 19 0 20 5 1 2 8 0 22 3 25 +30 mins.1 1 5 7 1 11 1 13 3 2 1 6 1 17 3 21 +45 mins.1 3 1 5 0 12 1 13 5 3 4 12 0 12 5 17 Total Volume 4 8 13 25 2 55 3 60 16 8 11 35 4 74 12 90 % App. Total 16 32 52 3.3 91.7 5 45.7 22.9 31.4 4.4 82.2 13.3 PHF .500 .667 .650 .694 .500 .724 .750 .750 .800 .667 .688 .729 .333 .804 .600 .833 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-196 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 7 0 7 2 1 1 4 3 7 3 13 25 07:15 AM 0 2 2 4 1 3 0 4 1 2 1 4 0 3 4 7 19 07:30 AM 1 1 5 7 0 12 1 13 1 0 4 5 1 2 3 6 31 07:45 AM 1 1 5 7 1 17 0 18 2 1 2 5 4 6 3 13 43 Total 2 5 12 19 2 39 1 42 6 4 8 18 8 18 13 39 118 08:00 AM 0 3 1 4 1 8 1 10 2 2 1 5 3 17 1 21 40 08:15 AM 1 1 0 2 0 8 1 9 3 1 2 6 0 16 2 18 35 08:30 AM 2 1 1 4 1 5 1 7 2 2 1 5 0 14 1 15 31 08:45 AM 1 1 1 3 0 4 0 4 0 0 1 1 0 8 3 11 19 Total 4 6 3 13 2 25 3 30 7 5 5 17 3 55 7 65 125 Grand Total 6 11 15 32 4 64 4 72 13 9 13 35 11 73 20 104 243 Apprch %18.8 34.4 46.9 5.6 88.9 5.6 37.1 25.7 37.1 10.6 70.2 19.2 Total %2.5 4.5 6.2 13.2 1.6 26.3 1.6 29.6 5.3 3.7 5.3 14.4 4.5 30 8.2 42.8 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 1 5 7 1 17 0 18 2 1 2 5 4 6 3 13 43 08:00 AM 0 3 1 4 1 8 1 10 2 2 1 5 3 17 1 21 40 08:15 AM 1 1 0 2 0 8 1 9 3 1 2 6 0 16 2 18 35 08:30 AM 2 1 1 4 1 5 1 7 2 2 1 5 0 14 1 15 31 Total Volume 4 6 7 17 3 38 3 44 9 6 6 21 7 53 7 67 149 % App. Total 23.5 35.3 41.2 6.8 86.4 6.8 42.9 28.6 28.6 10.4 79.1 10.4 PHF .500 .500 .350 .607 .750 .559 .750 .611 .750 .750 .750 .875 .438 .779 .583 .798 .866 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-197 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 7 Thru 6 Left 4 InOut Total 16 17 33 Right3 Thru38 Left3 OutTotalIn63 44 107 Left 9 Thru 6 Right 6 Out TotalIn 16 21 37 Left7 Thru53 Right7 TotalOutIn54 67 121 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.1 1 5 7 1 17 0 18 2 1 2 5 4 6 3 13 +15 mins.0 3 1 4 1 8 1 10 2 2 1 5 3 17 1 21 +30 mins.1 1 0 2 0 8 1 9 3 1 2 6 0 16 2 18 +45 mins.2 1 1 4 1 5 1 7 2 2 1 5 0 14 1 15 Total Volume 4 6 7 17 3 38 3 44 9 6 6 21 7 53 7 67 % App. Total 23.5 35.3 41.2 6.8 86.4 6.8 42.9 28.6 28.6 10.4 79.1 10.4 PHF .500 .500 .350 .607 .750 .559 .750 .611 .750 .750 .750 .875 .438 .779 .583 .798 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-198 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 0 0 0 0 0 0 0 0 1 1 1 07:30 AM 1 1 0 2 0 0 0 0 0 2 0 2 0 1 0 1 5 07:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 Total 1 1 0 2 0 0 0 0 1 3 0 4 0 2 1 3 9 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3 08:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 1 2 3 08:30 AM 0 0 0 0 0 2 0 2 2 0 1 3 0 1 0 1 6 08:45 AM 1 0 0 1 0 2 1 3 0 0 0 0 0 1 0 1 5 Total 1 0 0 1 0 4 1 5 2 1 1 4 0 6 1 7 17 Grand Total 2 1 0 3 0 4 1 5 3 4 1 8 0 8 2 10 26 Apprch %66.7 33.3 0 0 80 20 37.5 50 12.5 0 80 20 Total %7.7 3.8 0 11.5 0 15.4 3.8 19.2 11.5 15.4 3.8 30.8 0 30.8 7.7 38.5 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 07:45 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 1 0 0 1 0 1 0 1 2 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3 08:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 1 1 2 3 08:30 AM 0 0 0 0 0 2 0 2 2 0 1 3 0 1 0 1 6 Total Volume 0 0 0 0 0 2 0 2 3 1 1 5 0 6 1 7 14 % App. Total 0 0 0 0 100 0 60 20 20 0 85.7 14.3 PHF .000 .000 .000 .000 .000 .250 .000 .250 .375 .250 .250 .417 .000 .500 .250 .583 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-199 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right0 Thru2 Left0 OutTotalIn7 2 9 Left 3 Thru 1 Right 1 Out TotalIn 1 5 6 Left0 Thru6 Right1 TotalOutIn5 7 12 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 0 0 0 0 1 0 0 1 0 1 0 1 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 +30 mins.0 0 0 0 0 0 0 0 0 1 0 1 0 1 1 2 +45 mins.0 0 0 0 0 2 0 2 2 0 1 3 0 1 0 1 Total Volume 0 0 0 0 0 2 0 2 3 1 1 5 0 6 1 7 % App. Total 0 0 0 0 100 0 60 20 20 0 85.7 14.3 PHF .000 .000 .000 .000 .000 .250 .000 .250 .375 .250 .250 .417 .000 .500 .250 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-200 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 0 0 1 0 1 0 1 2 07:15 AM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 1 1 3 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 07:45 AM 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 2 1 0 3 0 3 1 4 7 08:00 AM 1 0 0 1 0 1 0 1 1 0 0 1 0 0 0 0 3 08:15 AM 0 0 0 0 0 1 0 1 1 1 2 4 0 2 0 2 7 08:30 AM 0 1 1 2 0 0 0 0 1 0 0 1 0 1 1 2 5 08:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 Total 1 1 1 3 0 2 0 2 4 1 2 7 0 4 1 5 17 Grand Total 1 1 1 3 0 2 0 2 6 2 2 10 0 7 2 9 24 Apprch %33.3 33.3 33.3 0 100 0 60 20 20 0 77.8 22.2 Total %4.2 4.2 4.2 12.5 0 8.3 0 8.3 25 8.3 8.3 41.7 0 29.2 8.3 37.5 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 07:45 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 1 0 1 1 08:00 AM 1 0 0 1 0 1 0 1 1 0 0 1 0 0 0 0 3 08:15 AM 0 0 0 0 0 1 0 1 1 1 2 4 0 2 0 2 7 08:30 AM 0 1 1 2 0 0 0 0 1 0 0 1 0 1 1 2 5 Total Volume 1 1 1 3 0 2 0 2 3 1 2 6 0 4 1 5 16 % App. Total 33.3 33.3 33.3 0 100 0 50 16.7 33.3 0 80 20 PHF .250 .250 .250 .375 .000 .500 .000 .500 .750 .250 .250 .375 .000 .500 .250 .625 .571 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-201 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 1 Thru 1 Left 1 InOut Total 1 3 4 Right0 Thru2 Left0 OutTotalIn7 2 9 Left 3 Thru 1 Right 2 Out TotalIn 2 6 8 Left0 Thru4 Right1 TotalOutIn6 5 11 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 1 0 1 +15 mins.1 0 0 1 0 1 0 1 1 0 0 1 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 1 1 2 4 0 2 0 2 +45 mins.0 1 1 2 0 0 0 0 1 0 0 1 0 1 1 2 Total Volume 1 1 1 3 0 2 0 2 3 1 2 6 0 4 1 5 % App. Total 33.3 33.3 33.3 0 100 0 50 16.7 33.3 0 80 20 PHF .250 .250 .250 .375 .000 .500 .000 .500 .750 .250 .250 .375 .000 .500 .250 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-202 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 1 0 2 0 1 0 1 4 07:15 AM 0 0 0 0 0 2 1 3 0 0 0 0 0 1 1 2 5 07:30 AM 0 0 0 0 0 1 0 1 2 0 0 2 0 3 1 4 7 07:45 AM 0 0 0 0 0 2 0 2 2 0 0 2 0 0 0 0 4 Total 0 0 0 0 0 6 1 7 5 1 0 6 0 5 2 7 20 08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5 08:15 AM 0 0 0 0 0 3 0 3 1 0 0 1 0 3 0 3 7 08:30 AM 0 0 1 1 0 3 0 3 0 0 0 0 1 1 1 3 7 08:45 AM 0 0 0 0 0 2 0 2 1 1 0 2 0 2 2 4 8 Total 0 0 1 1 0 10 0 10 2 1 0 3 1 9 3 13 27 Grand Total 0 0 1 1 0 16 1 17 7 2 0 9 1 14 5 20 47 Apprch %0 0 100 0 94.1 5.9 77.8 22.2 0 5 70 25 Total %0 0 2.1 2.1 0 34 2.1 36.2 14.9 4.3 0 19.1 2.1 29.8 10.6 42.6 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 07:45 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 2 0 2 2 0 0 2 0 0 0 0 4 08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5 08:15 AM 0 0 0 0 0 3 0 3 1 0 0 1 0 3 0 3 7 08:30 AM 0 0 1 1 0 3 0 3 0 0 0 0 1 1 1 3 7 Total Volume 0 0 1 1 0 10 0 10 3 0 0 3 1 7 1 9 23 % App. Total 0 0 100 0 100 0 100 0 0 11.1 77.8 11.1 PHF .000 .000 .250 .250 .000 .833 .000 .833 .375 .000 .000 .375 .250 .583 .250 .750 .821 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-203 File Name : 05_FON_Red_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 1 Thru 0 Left 0 InOut Total 1 1 2 Right0 Thru10 Left0 OutTotalIn7 10 17 Left 3 Thru 0 Right 0 Out TotalIn 1 3 4 Left1 Thru7 Right1 TotalOutIn14 9 23 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 2 0 2 2 0 0 2 0 0 0 0 +15 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 +30 mins.0 0 0 0 0 3 0 3 1 0 0 1 0 3 0 3 +45 mins.0 0 1 1 0 3 0 3 0 0 0 0 1 1 1 3 Total Volume 0 0 1 1 0 10 0 10 3 0 0 3 1 7 1 9 % App. Total 0 0 100 0 100 0 100 0 0 11.1 77.8 11.1 PHF .000 .000 .250 .250 .000 .833 .000 .833 .375 .000 .000 .375 .250 .583 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-204 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 2 4 8 0 6 1 7 7 7 5 19 4 26 1 31 65 04:15 PM 0 4 4 8 1 5 2 8 2 1 2 5 3 25 2 30 51 04:30 PM 3 11 1 15 0 2 0 2 2 2 5 9 3 33 1 37 63 04:45 PM 2 3 3 8 1 4 0 5 2 3 2 7 1 21 1 23 43 Total 7 20 12 39 2 17 3 22 13 13 14 40 11 105 5 121 222 05:00 PM 1 2 3 6 1 4 0 5 7 3 5 15 3 20 0 23 49 05:15 PM 1 1 0 2 0 1 0 1 5 3 1 9 2 19 0 21 33 05:30 PM 0 1 2 3 1 1 0 2 1 1 4 6 0 11 1 12 23 05:45 PM 2 4 2 8 0 3 2 5 3 0 3 6 1 11 0 12 31 Total 4 8 7 19 2 9 2 13 16 7 13 36 6 61 1 68 136 Grand Total 11 28 19 58 4 26 5 35 29 20 27 76 17 166 6 189 358 Apprch %19 48.3 32.8 11.4 74.3 14.3 38.2 26.3 35.5 9 87.8 3.2 Total %3.1 7.8 5.3 16.2 1.1 7.3 1.4 9.8 8.1 5.6 7.5 21.2 4.7 46.4 1.7 52.8 Passenger Vehicles 9 21 16 46 4 20 5 29 20 11 21 52 15 137 3 155 282 % Passenger Vehicles 81.8 75 84.2 79.3 100 76.9 100 82.9 69 55 77.8 68.4 88.2 82.5 50 82 78.8 Large 2 Axle Vehicles 1 4 0 5 0 1 0 1 1 3 0 4 1 1 0 2 12 % Large 2 Axle Vehicles 9.1 14.3 0 8.6 0 3.8 0 2.9 3.4 15 0 5.3 5.9 0.6 0 1.1 3.4 3 Axle Vehicles 0 1 0 1 0 0 0 0 3 0 1 4 1 6 1 8 13 % 3 Axle Vehicles 0 3.6 0 1.7 0 0 0 0 10.3 0 3.7 5.3 5.9 3.6 16.7 4.2 3.6 4+ Axle Trucks 1 2 3 6 0 5 0 5 5 6 5 16 0 22 2 24 51 % 4+ Axle Trucks 9.1 7.1 15.8 10.3 0 19.2 0 14.3 17.2 30 18.5 21.1 0 13.3 33.3 12.7 14.2 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 2 4 8 0 6 1 7 7 7 5 19 4 26 1 31 65 04:15 PM 0 4 4 8 1 5 2 8 2 1 2 5 3 25 2 30 51 04:30 PM 3 11 1 15 0 2 0 2 2 2 5 9 3 33 1 37 63 04:45 PM 2 3 3 8 1 4 0 5 2 3 2 7 1 21 1 23 43 Total Volume 7 20 12 39 2 17 3 22 13 13 14 40 11 105 5 121 222 % App. Total 17.9 51.3 30.8 9.1 77.3 13.6 32.5 32.5 35 9.1 86.8 4.1 PHF .583 .455 .750 .650 .500 .708 .375 .688 .464 .464 .700 .526 .688 .795 .625 .818 .854 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-205 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 12 Thru 20 Left 7 InOut Total 27 39 66 Right3 Thru17 Left2 OutTotalIn126 22 148 Left 13 Thru 13 Right 14 Out TotalIn 27 40 67 Left11 Thru105 Right5 TotalOutIn42 121 163 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 04:00 PM 04:00 PM 04:00 PM +0 mins.2 2 4 8 0 6 1 7 7 7 5 19 4 26 1 31 +15 mins.0 4 4 8 1 5 2 8 2 1 2 5 3 25 2 30 +30 mins.3 11 1 15 0 2 0 2 2 2 5 9 3 33 1 37 +45 mins.2 3 3 8 1 4 0 5 2 3 2 7 1 21 1 23 Total Volume 7 20 12 39 2 17 3 22 13 13 14 40 11 105 5 121 % App. Total 17.9 51.3 30.8 9.1 77.3 13.6 32.5 32.5 35 9.1 86.8 4.1 PHF .583 .455 .750 .650 .500 .708 .375 .688 .464 .464 .700 .526 .688 .795 .625 .818 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-206 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 2 3 7 0 4 1 5 6 3 4 13 3 21 1 25 50 04:15 PM 0 3 3 6 1 3 2 6 1 1 1 3 3 19 0 22 37 04:30 PM 2 7 1 10 0 1 0 1 1 2 5 8 3 28 0 31 50 04:45 PM 2 2 3 7 1 4 0 5 1 1 1 3 1 20 1 22 37 Total 6 14 10 30 2 12 3 17 9 7 11 27 10 88 2 100 174 05:00 PM 1 2 3 6 1 4 0 5 6 1 4 11 2 16 0 18 40 05:15 PM 1 1 0 2 0 0 0 0 4 2 1 7 2 17 0 19 28 05:30 PM 0 1 2 3 1 1 0 2 1 1 3 5 0 8 1 9 19 05:45 PM 1 3 1 5 0 3 2 5 0 0 2 2 1 8 0 9 21 Total 3 7 6 16 2 8 2 12 11 4 10 25 5 49 1 55 108 Grand Total 9 21 16 46 4 20 5 29 20 11 21 52 15 137 3 155 282 Apprch %19.6 45.7 34.8 13.8 69 17.2 38.5 21.2 40.4 9.7 88.4 1.9 Total %3.2 7.4 5.7 16.3 1.4 7.1 1.8 10.3 7.1 3.9 7.4 18.4 5.3 48.6 1.1 55 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 2 3 7 0 4 1 5 6 3 4 13 3 21 1 25 50 04:15 PM 0 3 3 6 1 3 2 6 1 1 1 3 3 19 0 22 37 04:30 PM 2 7 1 10 0 1 0 1 1 2 5 8 3 28 0 31 50 04:45 PM 2 2 3 7 1 4 0 5 1 1 1 3 1 20 1 22 37 Total Volume 6 14 10 30 2 12 3 17 9 7 11 27 10 88 2 100 174 % App. Total 20 46.7 33.3 11.8 70.6 17.6 33.3 25.9 40.7 10 88 2 PHF .750 .500 .833 .750 .500 .750 .375 .708 .375 .583 .550 .519 .833 .786 .500 .806 .870 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-207 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 10 Thru 14 Left 6 InOut Total 20 30 50 Right3 Thru12 Left2 OutTotalIn105 17 122 Left 9 Thru 7 Right 11 Out TotalIn 18 27 45 Left10 Thru88 Right2 TotalOutIn31 100 131 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.2 2 3 7 0 4 1 5 6 3 4 13 3 21 1 25 +15 mins.0 3 3 6 1 3 2 6 1 1 1 3 3 19 0 22 +30 mins.2 7 1 10 0 1 0 1 1 2 5 8 3 28 0 31 +45 mins.2 2 3 7 1 4 0 5 1 1 1 3 1 20 1 22 Total Volume 6 14 10 30 2 12 3 17 9 7 11 27 10 88 2 100 % App. Total 20 46.7 33.3 11.8 70.6 17.6 33.3 25.9 40.7 10 88 2 PHF .750 .500 .833 .750 .500 .750 .375 .708 .375 .583 .550 .519 .833 .786 .500 .806 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-208 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 1 0 2 1 0 0 1 3 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 1 1 0 2 0 1 0 1 0 0 0 0 0 1 0 1 4 04:45 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 Total 1 3 0 4 0 1 0 1 1 2 0 3 1 1 0 2 10 05:00 PM 0 0 0 0 0 0 0 0 0 1 0 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 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 Grand Total 1 4 0 5 0 1 0 1 1 3 0 4 1 1 0 2 12 Apprch %20 80 0 0 100 0 25 75 0 50 50 0 Total %8.3 33.3 0 41.7 0 8.3 0 8.3 8.3 25 0 33.3 8.3 8.3 0 16.7 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 1 0 2 1 0 0 1 3 04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 1 1 0 2 0 1 0 1 0 0 0 0 0 1 0 1 4 04:45 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 Total Volume 1 3 0 4 0 1 0 1 1 2 0 3 1 1 0 2 10 % App. Total 25 75 0 0 100 0 33.3 66.7 0 50 50 0 PHF .250 .750 .000 .500 .000 .250 .000 .250 .250 .500 .000 .375 .250 .250 .000 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-209 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 0 Thru 3 Left 1 InOut Total 3 4 7 Right0 Thru1 Left0 OutTotalIn2 1 3 Left 1 Thru 2 Right 0 Out TotalIn 3 3 6 Left1 Thru1 Right0 TotalOutIn2 2 4 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 0 0 0 0 0 0 1 1 0 2 1 0 0 1 +15 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +30 mins.1 1 0 2 0 1 0 1 0 0 0 0 0 1 0 1 +45 mins.0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 Total Volume 1 3 0 4 0 1 0 1 1 2 0 3 1 1 0 2 % App. Total 25 75 0 0 100 0 33.3 66.7 0 50 50 0 PHF .250 .750 .000 .500 .000 .250 .000 .250 .250 .500 .000 .375 .250 .250 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-210 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 1 0 2 0 2 3 04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 2 1 3 4 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 04:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 Total 0 1 0 1 0 0 0 0 2 0 1 3 0 6 1 7 11 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 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 0 0 0 1 0 0 1 1 0 0 1 2 Grand Total 0 1 0 1 0 0 0 0 3 0 1 4 1 6 1 8 13 Apprch %0 100 0 0 0 0 75 0 25 12.5 75 12.5 Total %0 7.7 0 7.7 0 0 0 0 23.1 0 7.7 30.8 7.7 46.2 7.7 61.5 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 1 1 0 2 0 2 3 04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 2 1 3 4 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 04:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 Total Volume 0 1 0 1 0 0 0 0 2 0 1 3 0 6 1 7 11 % App. Total 0 100 0 0 0 0 66.7 0 33.3 0 85.7 14.3 PHF .000 .250 .000 .250 .000 .000 .000 .000 .500 .000 .250 .750 .000 .750 .250 .583 .688 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-211 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 0 Thru 1 Left 0 InOut Total 0 1 1 Right0 Thru0 Left0 OutTotalIn7 0 7 Left 2 Thru 0 Right 1 Out TotalIn 2 3 5 Left0 Thru6 Right1 TotalOutIn2 7 9 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 0 0 0 0 0 1 1 0 2 0 2 +15 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 2 1 3 +30 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 +45 mins.0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 Total Volume 0 1 0 1 0 0 0 0 2 0 1 3 0 6 1 7 % App. Total 0 100 0 0 0 0 66.7 0 33.3 0 85.7 14.3 PHF .000 .250 .000 .250 .000 .000 .000 .000 .500 .000 .250 .750 .000 .750 .250 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-212 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 0 2 0 3 0 3 0 3 0 3 9 04:15 PM 0 0 1 1 0 2 0 2 0 0 1 1 0 4 1 5 9 04:30 PM 0 2 0 2 0 0 0 0 1 0 0 1 0 3 1 4 7 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 Total 0 2 2 4 0 4 0 4 1 4 2 7 0 10 2 12 27 05:00 PM 0 0 0 0 0 0 0 0 1 1 1 3 0 4 0 4 7 05:15 PM 0 0 0 0 0 1 0 1 0 1 0 1 0 2 0 2 4 05:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 3 0 3 4 05:45 PM 1 0 1 2 0 0 0 0 3 0 1 4 0 3 0 3 9 Total 1 0 1 2 0 1 0 1 4 2 3 9 0 12 0 12 24 Grand Total 1 2 3 6 0 5 0 5 5 6 5 16 0 22 2 24 51 Apprch %16.7 33.3 50 0 100 0 31.2 37.5 31.2 0 91.7 8.3 Total %2 3.9 5.9 11.8 0 9.8 0 9.8 9.8 11.8 9.8 31.4 0 43.1 3.9 47.1 Redwood Avenue Southbound Santa Ana Avenue Westbound Redwood Avenue Northbound Santa Ana 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 2 0 2 0 3 0 3 0 3 0 3 9 04:15 PM 0 0 1 1 0 2 0 2 0 0 1 1 0 4 1 5 9 04:30 PM 0 2 0 2 0 0 0 0 1 0 0 1 0 3 1 4 7 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 Total Volume 0 2 2 4 0 4 0 4 1 4 2 7 0 10 2 12 27 % App. Total 0 50 50 0 100 0 14.3 57.1 28.6 0 83.3 16.7 PHF .000 .250 .500 .500 .000 .500 .000 .500 .250 .333 .500 .583 .000 .625 .500 .600 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-213 File Name : 05_FON_Red_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Redwood Avenue E/W: Santa Ana Avenue Weather: Clear Redwood Avenue Santa Ana Avenue Santa Ana Avenue Redwood Avenue Right 2 Thru 2 Left 0 InOut Total 4 4 8 Right0 Thru4 Left0 OutTotalIn12 4 16 Left 1 Thru 4 Right 2 Out TotalIn 4 7 11 Left0 Thru10 Right2 TotalOutIn7 12 19 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 1 1 0 2 0 2 0 3 0 3 0 3 0 3 +15 mins.0 0 1 1 0 2 0 2 0 0 1 1 0 4 1 5 +30 mins.0 2 0 2 0 0 0 0 1 0 0 1 0 3 1 4 +45 mins.0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 Total Volume 0 2 2 4 0 4 0 4 1 4 2 7 0 10 2 12 % App. Total 0 50 50 0 100 0 14.3 57.1 28.6 0 83.3 16.7 PHF .000 .250 .500 .500 .000 .500 .000 .500 .250 .333 .500 .583 .000 .625 .500 .600 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-214 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Redwood Avenue Santa Ana Avenue Redwood Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Redwood Avenue Santa Ana Avenue Redwood Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 11002 00000 00000 00000 00000 00000 11002 22004 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 Redwood Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-215 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Santa Ana Avenue TOTAL VOLUMES: Redwood Avenue Santa Ana Avenue Redwood Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Redwood Avenue Santa Ana Avenue Redwood 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 Santa Ana Avenue Redwood Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-216 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 12 2 14 3 16 19 3 4 7 40 07:15 AM 14 4 18 3 17 20 2 0 2 40 07:30 AM 27 7 34 4 21 25 3 8 11 70 07:45 AM 14 9 23 7 24 31 11 1 12 66 Total 67 22 89 17 78 95 19 13 32 216 08:00 AM 14 6 20 2 15 17 14 5 19 56 08:15 AM 6 3 9 7 25 32 13 12 25 66 08:30 AM 7 7 14 7 14 21 12 9 21 56 08:45 AM 5 6 11 4 14 18 5 5 10 39 Total 32 22 54 20 68 88 44 31 75 217 Grand Total 99 44 143 37 146 183 63 44 107 433 Apprch %69.2 30.8 20.2 79.8 58.9 41.1 Total %22.9 10.2 33 8.5 33.7 42.3 14.5 10.2 24.7 Passenger Vehicles 81 37 118 25 122 147 54 22 76 341 % Passenger Vehicles 81.8 84.1 82.5 67.6 83.6 80.3 85.7 50 71 78.8 Large 2 Axle Vehicles 4 2 6 1 2 3 6 5 11 20 % Large 2 Axle Vehicles 4 4.5 4.2 2.7 1.4 1.6 9.5 11.4 10.3 4.6 3 Axle Vehicles 2 0 2 2 0 2 0 10 10 14 % 3 Axle Vehicles 2 0 1.4 5.4 0 1.1 0 22.7 9.3 3.2 4+ Axle Trucks 12 5 17 9 22 31 3 7 10 58 % 4+ Axle Trucks 12.1 11.4 11.9 24.3 15.1 16.9 4.8 15.9 9.3 13.4 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 27 7 34 4 21 25 3 8 11 70 07:45 AM 14 9 23 7 24 31 11 1 12 66 08:00 AM 14 6 20 2 15 17 14 5 19 56 08:15 AM 6 3 9 7 25 32 13 12 25 66 Total Volume 61 25 86 20 85 105 41 26 67 258 % App. Total 70.9 29.1 19 81 61.2 38.8 PHF .565 .694 .632 .714 .850 .820 .732 .542 .670 .921 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-217 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 25 Thru 61 InOut Total 126 86 212 Left 20 Thru 85 Out TotalIn 87 105 192 Left41 Right26 TotalOutIn45 67 112 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 07:45 AM +0 mins.14 4 18 4 21 25 11 1 12 +15 mins.27 7 34 7 24 31 14 5 19 +30 mins.14 9 23 2 15 17 13 12 25 +45 mins.14 6 20 7 25 32 12 9 21 Total Volume 69 26 95 20 85 105 50 27 77 % App. Total 72.6 27.4 19 81 64.9 35.1 PHF .639 .722 .699 .714 .850 .820 .893 .563 .770 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-218 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 10 2 12 2 13 15 2 3 5 32 07:15 AM 11 3 14 2 14 16 2 0 2 32 07:30 AM 22 7 29 3 19 22 3 4 7 58 07:45 AM 13 8 21 6 20 26 8 0 8 55 Total 56 20 76 13 66 79 15 7 22 177 08:00 AM 12 6 18 1 12 13 13 3 16 47 08:15 AM 2 1 3 4 22 26 11 4 15 44 08:30 AM 6 6 12 4 13 17 11 7 18 47 08:45 AM 5 4 9 3 9 12 4 1 5 26 Total 25 17 42 12 56 68 39 15 54 164 Grand Total 81 37 118 25 122 147 54 22 76 341 Apprch %68.6 31.4 17 83 71.1 28.9 Total %23.8 10.9 34.6 7.3 35.8 43.1 15.8 6.5 22.3 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 22 7 29 3 19 22 3 4 7 58 07:45 AM 13 8 21 6 20 26 8 0 8 55 08:00 AM 12 6 18 1 12 13 13 3 16 47 08:15 AM 2 1 3 4 22 26 11 4 15 44 Total Volume 49 22 71 14 73 87 35 11 46 204 % App. Total 69 31 16.1 83.9 76.1 23.9 PHF .557 .688 .612 .583 .830 .837 .673 .688 .719 .879 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-219 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 22 Thru 49 InOut Total 108 71 179 Left 14 Thru 73 Out TotalIn 60 87 147 Left35 Right11 TotalOutIn36 46 82 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 +0 mins.22 7 29 3 19 22 3 4 7 +15 mins.13 8 21 6 20 26 8 0 8 +30 mins.12 6 18 1 12 13 13 3 16 +45 mins.2 1 3 4 22 26 11 4 15 Total Volume 49 22 71 14 73 87 35 11 46 % App. Total 69 31 16.1 83.9 76.1 23.9 PHF .557 .688 .612 .583 .830 .837 .673 .688 .719 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-220 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 1 0 1 0 1 1 0 0 0 2 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 1 0 1 0 0 0 0 0 0 1 07:45 AM 0 0 0 0 0 0 3 0 3 3 Total 2 0 2 0 1 1 3 0 3 6 08:00 AM 1 0 1 0 0 0 1 0 1 2 08:15 AM 1 0 1 0 0 0 1 2 3 4 08:30 AM 0 1 1 0 0 0 1 1 2 3 08:45 AM 0 1 1 1 1 2 0 2 2 5 Total 2 2 4 1 1 2 3 5 8 14 Grand Total 4 2 6 1 2 3 6 5 11 20 Apprch %66.7 33.3 33.3 66.7 54.5 45.5 Total %20 10 30 5 10 15 30 25 55 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 0 1 0 0 0 0 0 0 1 07:45 AM 0 0 0 0 0 0 3 0 3 3 08:00 AM 1 0 1 0 0 0 1 0 1 2 08:15 AM 1 0 1 0 0 0 1 2 3 4 Total Volume 3 0 3 0 0 0 5 2 7 10 % App. Total 100 0 0 0 71.4 28.6 PHF .750 .000 .750 .000 .000 .000 .417 .250 .583 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-221 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 0 Thru 3 InOut Total 5 3 8 Left 0 Thru 0 Out TotalIn 5 0 5 Left5 Right2 TotalOutIn0 7 7 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 +0 mins.1 0 1 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 3 0 3 +30 mins.1 0 1 0 0 0 1 0 1 +45 mins.1 0 1 0 0 0 1 2 3 Total Volume 3 0 3 0 0 0 5 2 7 % App. Total 100 0 0 0 71.4 28.6 PHF .750 .000 .750 .000 .000 .000 .417 .250 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-222 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 1 1 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 1 0 1 0 0 0 0 1 1 2 07:45 AM 0 0 0 0 0 0 0 1 1 1 Total 1 0 1 0 0 0 0 3 3 4 08:00 AM 0 0 0 1 0 1 0 1 1 2 08:15 AM 1 0 1 1 0 1 0 4 4 6 08:30 AM 0 0 0 0 0 0 0 1 1 1 08:45 AM 0 0 0 0 0 0 0 1 1 1 Total 1 0 1 2 0 2 0 7 7 10 Grand Total 2 0 2 2 0 2 0 10 10 14 Apprch %100 0 100 0 0 100 Total %14.3 0 14.3 14.3 0 14.3 0 71.4 71.4 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 0 1 0 0 0 0 1 1 2 07:45 AM 0 0 0 0 0 0 0 1 1 1 08:00 AM 0 0 0 1 0 1 0 1 1 2 08:15 AM 1 0 1 1 0 1 0 4 4 6 Total Volume 2 0 2 2 0 2 0 7 7 11 % App. Total 100 0 100 0 0 100 PHF .500 .000 .500 .500 .000 .500 .000 .438 .438 .458 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-223 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 0 Thru 2 InOut Total 0 2 2 Left 2 Thru 0 Out TotalIn 9 2 11 Left0 Right7 TotalOutIn2 7 9 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 +0 mins.1 0 1 0 0 0 0 1 1 +15 mins.0 0 0 0 0 0 0 1 1 +30 mins.0 0 0 1 0 1 0 1 1 +45 mins.1 0 1 1 0 1 0 4 4 Total Volume 2 0 2 2 0 2 0 7 7 % App. Total 100 0 100 0 0 100 PHF .500 .000 .500 .500 .000 .500 .000 .438 .438 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-224 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 1 0 1 1 2 3 1 0 1 5 07:15 AM 3 1 4 1 3 4 0 0 0 8 07:30 AM 3 0 3 1 2 3 0 3 3 9 07:45 AM 1 1 2 1 4 5 0 0 0 7 Total 8 2 10 4 11 15 1 3 4 29 08:00 AM 1 0 1 0 3 3 0 1 1 5 08:15 AM 2 2 4 2 3 5 1 2 3 12 08:30 AM 1 0 1 3 1 4 0 0 0 5 08:45 AM 0 1 1 0 4 4 1 1 2 7 Total 4 3 7 5 11 16 2 4 6 29 Grand Total 12 5 17 9 22 31 3 7 10 58 Apprch %70.6 29.4 29 71 30 70 Total %20.7 8.6 29.3 15.5 37.9 53.4 5.2 12.1 17.2 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 3 0 3 1 2 3 0 3 3 9 07:45 AM 1 1 2 1 4 5 0 0 0 7 08:00 AM 1 0 1 0 3 3 0 1 1 5 08:15 AM 2 2 4 2 3 5 1 2 3 12 Total Volume 7 3 10 4 12 16 1 6 7 33 % App. Total 70 30 25 75 14.3 85.7 PHF .583 .375 .625 .500 .750 .800 .250 .500 .583 .688 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-225 File Name : 06_FON_LO_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 3 Thru 7 InOut Total 13 10 23 Left 4 Thru 12 Out TotalIn 13 16 29 Left1 Right6 TotalOutIn7 7 14 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 +0 mins.3 0 3 1 2 3 0 3 3 +15 mins.1 1 2 1 4 5 0 0 0 +30 mins.1 0 1 0 3 3 0 1 1 +45 mins.2 2 4 2 3 5 1 2 3 Total Volume 7 3 10 4 12 16 1 6 7 % App. Total 70 30 25 75 14.3 85.7 PHF .583 .375 .625 .500 .750 .800 .250 .500 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-226 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 19 3 22 3 13 16 23 10 33 71 04:15 PM 19 3 22 5 21 26 15 9 24 72 04:30 PM 32 2 34 1 20 21 32 10 42 97 04:45 PM 20 2 22 1 12 13 18 7 25 60 Total 90 10 100 10 66 76 88 36 124 300 05:00 PM 18 2 20 0 14 14 15 17 32 66 05:15 PM 14 0 14 1 11 12 14 4 18 44 05:30 PM 22 2 24 0 7 7 10 7 17 48 05:45 PM 22 1 23 4 9 13 5 5 10 46 Total 76 5 81 5 41 46 44 33 77 204 Grand Total 166 15 181 15 107 122 132 69 201 504 Apprch %91.7 8.3 12.3 87.7 65.7 34.3 Total %32.9 3 35.9 3 21.2 24.2 26.2 13.7 39.9 Passenger Vehicles 150 12 162 11 89 100 120 44 164 426 % Passenger Vehicles 90.4 80 89.5 73.3 83.2 82 90.9 63.8 81.6 84.5 Large 2 Axle Vehicles 5 1 6 0 2 2 2 0 2 10 % Large 2 Axle Vehicles 3 6.7 3.3 0 1.9 1.6 1.5 0 1 2 3 Axle Vehicles 2 0 2 0 5 5 5 1 6 13 % 3 Axle Vehicles 1.2 0 1.1 0 4.7 4.1 3.8 1.4 3 2.6 4+ Axle Trucks 9 2 11 4 11 15 5 24 29 55 % 4+ Axle Trucks 5.4 13.3 6.1 26.7 10.3 12.3 3.8 34.8 14.4 10.9 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 3 22 3 13 16 23 10 33 71 04:15 PM 19 3 22 5 21 26 15 9 24 72 04:30 PM 32 2 34 1 20 21 32 10 42 97 04:45 PM 20 2 22 1 12 13 18 7 25 60 Total Volume 90 10 100 10 66 76 88 36 124 300 % App. Total 90 10 13.2 86.8 71 29 PHF .703 .833 .735 .500 .786 .731 .688 .900 .738 .773 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-227 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 10 Thru 90 InOut Total 154 100 254 Left 10 Thru 66 Out TotalIn 126 76 202 Left88 Right36 TotalOutIn20 124 144 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 04:00 PM 04:00 PM +0 mins.19 3 22 3 13 16 23 10 33 +15 mins.19 3 22 5 21 26 15 9 24 +30 mins.32 2 34 1 20 21 32 10 42 +45 mins.20 2 22 1 12 13 18 7 25 Total Volume 90 10 100 10 66 76 88 36 124 % App. Total 90 10 13.2 86.8 71 29 PHF .703 .833 .735 .500 .786 .731 .688 .900 .738 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-228 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 17 2 19 2 10 12 19 8 27 58 04:15 PM 16 2 18 3 16 19 14 5 19 56 04:30 PM 31 1 32 1 17 18 28 7 35 85 04:45 PM 16 2 18 1 9 10 18 5 23 51 Total 80 7 87 7 52 59 79 25 104 250 05:00 PM 17 2 19 0 14 14 15 11 26 59 05:15 PM 12 0 12 0 8 8 14 2 16 36 05:30 PM 20 2 22 0 7 7 9 4 13 42 05:45 PM 21 1 22 4 8 12 3 2 5 39 Total 70 5 75 4 37 41 41 19 60 176 Grand Total 150 12 162 11 89 100 120 44 164 426 Apprch %92.6 7.4 11 89 73.2 26.8 Total %35.2 2.8 38 2.6 20.9 23.5 28.2 10.3 38.5 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 17 2 19 2 10 12 19 8 27 58 04:15 PM 16 2 18 3 16 19 14 5 19 56 04:30 PM 31 1 32 1 17 18 28 7 35 85 04:45 PM 16 2 18 1 9 10 18 5 23 51 Total Volume 80 7 87 7 52 59 79 25 104 250 % App. Total 92 8 11.9 88.1 76 24 PHF .645 .875 .680 .583 .765 .776 .705 .781 .743 .735 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-229 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 7 Thru 80 InOut Total 131 87 218 Left 7 Thru 52 Out TotalIn 105 59 164 Left79 Right25 TotalOutIn14 104 118 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 +0 mins.17 2 19 2 10 12 19 8 27 +15 mins.16 2 18 3 16 19 14 5 19 +30 mins.31 1 32 1 17 18 28 7 35 +45 mins.16 2 18 1 9 10 18 5 23 Total Volume 80 7 87 7 52 59 79 25 104 % App. Total 92 8 11.9 88.1 76 24 PHF .645 .875 .680 .583 .765 .776 .705 .781 .743 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-230 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 04:15 PM 1 0 1 0 2 2 0 0 0 3 04:30 PM 1 1 2 0 0 0 2 0 2 4 04:45 PM 1 0 1 0 0 0 0 0 0 1 Total 3 1 4 0 2 2 2 0 2 8 05:00 PM 0 0 0 0 0 0 0 0 0 0 05:15 PM 1 0 1 0 0 0 0 0 0 1 05:30 PM 1 0 1 0 0 0 0 0 0 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 Total 2 0 2 0 0 0 0 0 0 2 Grand Total 5 1 6 0 2 2 2 0 2 10 Apprch %83.3 16.7 0 100 100 0 Total %50 10 60 0 20 20 20 0 20 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 04:15 PM 1 0 1 0 2 2 0 0 0 3 04:30 PM 1 1 2 0 0 0 2 0 2 4 04:45 PM 1 0 1 0 0 0 0 0 0 1 Total Volume 3 1 4 0 2 2 2 0 2 8 % App. Total 75 25 0 100 100 0 PHF .750 .250 .500 .000 .250 .250 .250 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-231 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 1 Thru 3 InOut Total 4 4 8 Left 0 Thru 2 Out TotalIn 3 2 5 Left2 Right0 TotalOutIn1 2 3 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 +0 mins.0 0 0 0 0 0 0 0 0 +15 mins.1 0 1 0 2 2 0 0 0 +30 mins.1 1 2 0 0 0 2 0 2 +45 mins.1 0 1 0 0 0 0 0 0 Total Volume 3 1 4 0 2 2 2 0 2 % App. Total 75 25 0 100 100 0 PHF .750 .250 .500 .000 .250 .250 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-232 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 0 0 0 0 2 2 3 0 3 5 04:15 PM 0 0 0 0 3 3 1 0 1 4 04:30 PM 0 0 0 0 0 0 1 0 1 1 04:45 PM 1 0 1 0 0 0 0 0 0 1 Total 1 0 1 0 5 5 5 0 5 11 05:00 PM 0 0 0 0 0 0 0 1 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 05:45 PM 1 0 1 0 0 0 0 0 0 1 Total 1 0 1 0 0 0 0 1 1 2 Grand Total 2 0 2 0 5 5 5 1 6 13 Apprch %100 0 0 100 83.3 16.7 Total %15.4 0 15.4 0 38.5 38.5 38.5 7.7 46.2 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 2 2 3 0 3 5 04:15 PM 0 0 0 0 3 3 1 0 1 4 04:30 PM 0 0 0 0 0 0 1 0 1 1 04:45 PM 1 0 1 0 0 0 0 0 0 1 Total Volume 1 0 1 0 5 5 5 0 5 11 % App. Total 100 0 0 100 100 0 PHF .250 .000 .250 .000 .417 .417 .417 .000 .417 .550 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-233 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 0 Thru 1 InOut Total 10 1 11 Left 0 Thru 5 Out TotalIn 1 5 6 Left5 Right0 TotalOutIn0 5 5 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 +0 mins.0 0 0 0 2 2 3 0 3 +15 mins.0 0 0 0 3 3 1 0 1 +30 mins.0 0 0 0 0 0 1 0 1 +45 mins.1 0 1 0 0 0 0 0 0 Total Volume 1 0 1 0 5 5 5 0 5 % App. Total 100 0 0 100 100 0 PHF .250 .000 .250 .000 .417 .417 .417 .000 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-234 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 2 1 3 1 1 2 1 2 3 8 04:15 PM 2 1 3 2 0 2 0 4 4 9 04:30 PM 0 0 0 0 3 3 1 3 4 7 04:45 PM 2 0 2 0 3 3 0 2 2 7 Total 6 2 8 3 7 10 2 11 13 31 05:00 PM 1 0 1 0 0 0 0 5 5 6 05:15 PM 1 0 1 1 3 4 0 2 2 7 05:30 PM 1 0 1 0 0 0 1 3 4 5 05:45 PM 0 0 0 0 1 1 2 3 5 6 Total 3 0 3 1 4 5 3 13 16 24 Grand Total 9 2 11 4 11 15 5 24 29 55 Apprch %81.8 18.2 26.7 73.3 17.2 82.8 Total %16.4 3.6 20 7.3 20 27.3 9.1 43.6 52.7 Live Oak Avenue Southbound Live Oak Avenue Northbound Santa Ana Avenue Eastbound Start Time Thru Right App. Total Left Thru App. Total Left 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 2 1 3 1 1 2 1 2 3 8 04:15 PM 2 1 3 2 0 2 0 4 4 9 04:30 PM 0 0 0 0 3 3 1 3 4 7 04:45 PM 2 0 2 0 3 3 0 2 2 7 Total Volume 6 2 8 3 7 10 2 11 13 31 % App. Total 75 25 30 70 15.4 84.6 PHF .750 .500 .667 .375 .583 .833 .500 .688 .813 .861 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-235 File Name : 06_FON_LO_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Live Oak Avenue E/W: Santa Ana Avenue Weather: Clear Live Oak Avenue Santa Ana Avenue Live Oak Avenue Right 2 Thru 6 InOut Total 9 8 17 Left 3 Thru 7 Out TotalIn 17 10 27 Left2 Right11 TotalOutIn5 13 18 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 +0 mins.2 1 3 1 1 2 1 2 3 +15 mins.2 1 3 2 0 2 0 4 4 +30 mins.0 0 0 0 3 3 1 3 4 +45 mins.2 0 2 0 3 3 0 2 2 Total Volume 6 2 8 3 7 10 2 11 13 % App. Total 75 25 30 70 15.4 84.6 PHF .750 .500 .667 .375 .583 .833 .500 .688 .813 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-236 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Live Oak Avenue Train Tracks Live Oak Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00011 00000 00000 00000 00000 00000 00000 00000 00011 North Leg East Leg South Leg West Leg Live Oak Avenue Train Tracks Live Oak Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 40015 00000 00000 00000 00000 00000 00000 40015 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 Live Oak Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-237 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000000 1 000000000000 0 000000000000 0 000000000000 0 000010000000 1 Santa Ana Avenue TOTAL VOLUMES: Live Oak Avenue Train Tracks Live Oak Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Live Oak Avenue Train Tracks Live Oak 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 Santa Ana Avenue Live Oak Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-238 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 1 21 2 24 12 3 4 19 1 3 1 5 0 0 2 2 50 07:15 AM 3 10 2 15 14 1 8 23 0 4 1 5 3 3 0 6 49 07:30 AM 1 4 0 5 15 2 10 27 0 3 1 4 1 1 0 2 38 07:45 AM 4 9 2 15 17 1 10 28 0 3 1 4 1 1 0 2 49 Total 9 44 6 59 58 7 32 97 1 13 4 18 5 5 2 12 186 08:00 AM 0 8 4 12 10 1 9 20 0 5 4 9 4 1 1 6 47 08:15 AM 4 8 3 15 8 2 16 26 0 3 2 5 2 0 1 3 49 08:30 AM 5 3 4 12 3 0 16 19 0 1 4 5 2 1 3 6 42 08:45 AM 9 6 6 21 8 2 11 21 0 0 1 1 1 2 1 4 47 Total 18 25 17 60 29 5 52 86 0 9 11 20 9 4 6 19 185 Grand Total 27 69 23 119 87 12 84 183 1 22 15 38 14 9 8 31 371 Apprch %22.7 58 19.3 47.5 6.6 45.9 2.6 57.9 39.5 45.2 29 25.8 Total %7.3 18.6 6.2 32.1 23.5 3.2 22.6 49.3 0.3 5.9 4 10.2 3.8 2.4 2.2 8.4 Passenger Vehicles 23 57 19 99 77 6 79 162 1 15 13 29 8 3 8 19 309 % Passenger Vehicles 85.2 82.6 82.6 83.2 88.5 50 94 88.5 100 68.2 86.7 76.3 57.1 33.3 100 61.3 83.3 Large 2 Axle Vehicles 0 2 1 3 5 1 0 6 0 2 0 2 1 2 0 3 14 % Large 2 Axle Vehicles 0 2.9 4.3 2.5 5.7 8.3 0 3.3 0 9.1 0 5.3 7.1 22.2 0 9.7 3.8 3 Axle Vehicles 2 3 1 6 3 0 1 4 0 1 0 1 0 1 0 1 12 % 3 Axle Vehicles 7.4 4.3 4.3 5 3.4 0 1.2 2.2 0 4.5 0 2.6 0 11.1 0 3.2 3.2 4+ Axle Trucks 2 7 2 11 2 5 4 11 0 4 2 6 5 3 0 8 36 % 4+ Axle Trucks 7.4 10.1 8.7 9.2 2.3 41.7 4.8 6 0 18.2 13.3 15.8 35.7 33.3 0 25.8 9.7 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 07:45 AM 07:45 AM 4 9 2 15 17 1 10 28 0 3 1 4 1 1 0 2 49 08:00 AM 0 8 4 12 10 1 9 20 0 5 4 9 4 1 1 6 47 08:15 AM 4 8 3 15 8 2 16 26 0 3 2 5 2 0 1 3 49 08:30 AM 5 3 4 12 3 0 16 19 0 1 4 5 2 1 3 6 42 Total Volume 13 28 13 54 38 4 51 93 0 12 11 23 9 3 5 17 187 % App. Total 24.1 51.9 24.1 40.9 4.3 54.8 0 52.2 47.8 52.9 17.6 29.4 PHF .650 .778 .813 .900 .559 .500 .797 .830 .000 .600 .688 .639 .563 .750 .417 .708 .954 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-239 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 13 Thru 28 Left 13 InOut Total 72 54 126 Right51 Thru4 Left38 OutTotalIn27 93 120 Left 0 Thru 12 Right 11 Out TotalIn 71 23 94 Left9 Thru3 Right5 TotalOutIn17 17 34 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: 08:00 AM 07:30 AM 07:45 AM 08:00 AM +0 mins.0 8 4 12 15 2 10 27 0 3 1 4 4 1 1 6 +15 mins.4 8 3 15 17 1 10 28 0 5 4 9 2 0 1 3 +30 mins.5 3 4 12 10 1 9 20 0 3 2 5 2 1 3 6 +45 mins.9 6 6 21 8 2 16 26 0 1 4 5 1 2 1 4 Total Volume 18 25 17 60 50 6 45 101 0 12 11 23 9 4 6 19 % App. Total 30 41.7 28.3 49.5 5.9 44.6 0 52.2 47.8 47.4 21.1 31.6 PHF .500 .781 .708 .714 .735 .750 .703 .902 .000 .600 .688 .639 .563 .500 .500 .792 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-240 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 1 18 2 21 11 1 4 16 1 3 1 5 0 0 2 2 44 07:15 AM 2 8 2 12 11 1 6 18 0 3 1 4 1 0 0 1 35 07:30 AM 1 4 0 5 14 0 9 23 0 2 1 3 0 1 0 1 32 07:45 AM 4 8 2 14 16 1 10 27 0 2 1 3 1 0 0 1 45 Total 8 38 6 52 52 3 29 84 1 10 4 15 2 1 2 5 156 08:00 AM 0 8 4 12 10 0 9 19 0 3 3 6 3 0 1 4 41 08:15 AM 4 5 2 11 7 1 15 23 0 2 2 4 1 0 1 2 40 08:30 AM 3 2 4 9 2 0 16 18 0 0 3 3 2 1 3 6 36 08:45 AM 8 4 3 15 6 2 10 18 0 0 1 1 0 1 1 2 36 Total 15 19 13 47 25 3 50 78 0 5 9 14 6 2 6 14 153 Grand Total 23 57 19 99 77 6 79 162 1 15 13 29 8 3 8 19 309 Apprch %23.2 57.6 19.2 47.5 3.7 48.8 3.4 51.7 44.8 42.1 15.8 42.1 Total %7.4 18.4 6.1 32 24.9 1.9 25.6 52.4 0.3 4.9 4.2 9.4 2.6 1 2.6 6.1 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 4 8 2 14 16 1 10 27 0 2 1 3 1 0 0 1 45 08:00 AM 0 8 4 12 10 0 9 19 0 3 3 6 3 0 1 4 41 08:15 AM 4 5 2 11 7 1 15 23 0 2 2 4 1 0 1 2 40 08:30 AM 3 2 4 9 2 0 16 18 0 0 3 3 2 1 3 6 36 Total Volume 11 23 12 46 35 2 50 87 0 7 9 16 7 1 5 13 162 % App. Total 23.9 50 26.1 40.2 2.3 57.5 0 43.8 56.2 53.8 7.7 38.5 PHF .688 .719 .750 .821 .547 .500 .781 .806 .000 .583 .750 .667 .583 .250 .417 .542 .900 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-241 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 12 Thru 23 Left 11 InOut Total 64 46 110 Right50 Thru2 Left35 OutTotalIn21 87 108 Left 0 Thru 7 Right 9 Out TotalIn 63 16 79 Left7 Thru1 Right5 TotalOutIn14 13 27 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 8 2 14 16 1 10 27 0 2 1 3 1 0 0 1 +15 mins.0 8 4 12 10 0 9 19 0 3 3 6 3 0 1 4 +30 mins.4 5 2 11 7 1 15 23 0 2 2 4 1 0 1 2 +45 mins.3 2 4 9 2 0 16 18 0 0 3 3 2 1 3 6 Total Volume 11 23 12 46 35 2 50 87 0 7 9 16 7 1 5 13 % App. Total 23.9 50 26.1 40.2 2.3 57.5 0 43.8 56.2 53.8 7.7 38.5 PHF .688 .719 .750 .821 .547 .500 .781 .806 .000 .583 .750 .667 .583 .250 .417 .542 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-242 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 1 1 0 2 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 1 0 0 1 0 1 0 1 1 2 0 3 5 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 1 0 0 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 3 1 0 4 0 1 0 1 1 2 0 3 8 08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 2 1 3 2 0 0 2 0 0 0 0 0 0 0 0 5 Total 0 2 1 3 2 0 0 2 0 1 0 1 0 0 0 0 6 Grand Total 0 2 1 3 5 1 0 6 0 2 0 2 1 2 0 3 14 Apprch %0 66.7 33.3 83.3 16.7 0 0 100 0 33.3 66.7 0 Total %0 14.3 7.1 21.4 35.7 7.1 0 42.9 0 14.3 0 14.3 7.1 14.3 0 21.4 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 07:45 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 0 0 1 0 0 0 0 0 0 0 0 1 08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 % App. Total 0 0 0 100 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-243 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right0 Thru0 Left1 OutTotalIn0 1 1 Left 0 Thru 1 Right 0 Out TotalIn 1 1 2 Left0 Thru0 Right0 TotalOutIn0 0 0 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 0 0 1 0 0 0 0 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 1 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 % App. Total 0 0 0 100 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-244 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 0 0 0 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 1 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 1 0 1 0 0 0 0 1 Total 0 1 0 1 1 0 0 1 0 1 0 1 0 1 0 1 4 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 1 1 2 1 0 1 2 0 0 0 0 0 0 0 0 4 08:30 AM 1 1 0 2 1 0 0 1 0 0 0 0 0 0 0 0 3 08:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 2 2 1 5 2 0 1 3 0 0 0 0 0 0 0 0 8 Grand Total 2 3 1 6 3 0 1 4 0 1 0 1 0 1 0 1 12 Apprch %33.3 50 16.7 75 0 25 0 100 0 0 100 0 Total %16.7 25 8.3 50 25 0 8.3 33.3 0 8.3 0 8.3 0 8.3 0 8.3 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 07:45 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 1 0 1 0 0 0 0 1 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 1 1 2 1 0 1 2 0 0 0 0 0 0 0 0 4 08:30 AM 1 1 0 2 1 0 0 1 0 0 0 0 0 0 0 0 3 Total Volume 1 2 1 4 2 0 1 3 0 1 0 1 0 0 0 0 8 % App. Total 25 50 25 66.7 0 33.3 0 100 0 0 0 0 PHF .250 .500 .250 .500 .500 .000 .250 .375 .000 .250 .000 .250 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-245 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 1 Thru 2 Left 1 InOut Total 2 4 6 Right1 Thru0 Left2 OutTotalIn1 3 4 Left 0 Thru 1 Right 0 Out TotalIn 4 1 5 Left0 Thru0 Right0 TotalOutIn1 0 1 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 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 1 2 1 0 1 2 0 0 0 0 0 0 0 0 +45 mins.1 1 0 2 1 0 0 1 0 0 0 0 0 0 0 0 Total Volume 1 2 1 4 2 0 1 3 0 1 0 1 0 0 0 0 % App. Total 25 50 25 66.7 0 33.3 0 100 0 0 0 0 PHF .250 .500 .250 .500 .500 .000 .250 .375 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-246 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 2 0 2 0 1 0 1 0 0 0 0 0 0 0 0 3 07:15 AM 1 2 0 3 1 0 2 3 0 0 0 0 1 0 0 1 7 07:30 AM 0 0 0 0 1 2 1 4 0 1 0 1 1 0 0 1 6 07:45 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 Total 1 5 0 6 2 3 3 8 0 1 0 1 2 1 0 3 18 08:00 AM 0 0 0 0 0 1 0 1 0 1 1 2 1 1 0 2 5 08:15 AM 0 2 0 2 0 1 0 1 0 1 0 1 1 0 0 1 5 08:30 AM 1 0 0 1 0 0 0 0 0 1 1 2 0 0 0 0 3 08:45 AM 0 0 2 2 0 0 1 1 0 0 0 0 1 1 0 2 5 Total 1 2 2 5 0 2 1 3 0 3 2 5 3 2 0 5 18 Grand Total 2 7 2 11 2 5 4 11 0 4 2 6 5 3 0 8 36 Apprch %18.2 63.6 18.2 18.2 45.5 36.4 0 66.7 33.3 62.5 37.5 0 Total %5.6 19.4 5.6 30.6 5.6 13.9 11.1 30.6 0 11.1 5.6 16.7 13.9 8.3 0 22.2 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 07:45 AM to 08:30 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 08:00 AM 0 0 0 0 0 1 0 1 0 1 1 2 1 1 0 2 5 08:15 AM 0 2 0 2 0 1 0 1 0 1 0 1 1 0 0 1 5 08:30 AM 1 0 0 1 0 0 0 0 0 1 1 2 0 0 0 0 3 Total Volume 1 3 0 4 0 2 0 2 0 3 2 5 2 2 0 4 15 % App. Total 25 75 0 0 100 0 0 60 40 50 50 0 PHF .250 .375 .000 .500 .000 .500 .000 .500 .000 .750 .500 .625 .500 .500 .000 .500 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-247 File Name : 07_FON_Hem_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 0 Thru 3 Left 1 InOut Total 5 4 9 Right0 Thru2 Left0 OutTotalIn5 2 7 Left 0 Thru 3 Right 2 Out TotalIn 3 5 8 Left2 Thru2 Right0 TotalOutIn2 4 6 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 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 0 1 0 1 0 1 1 2 1 1 0 2 +30 mins.0 2 0 2 0 1 0 1 0 1 0 1 1 0 0 1 +45 mins.1 0 0 1 0 0 0 0 0 1 1 2 0 0 0 0 Total Volume 1 3 0 4 0 2 0 2 0 3 2 5 2 2 0 4 % App. Total 25 75 0 0 100 0 0 60 40 50 50 0 PHF .250 .375 .000 .500 .000 .500 .000 .500 .000 .750 .500 .625 .500 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-248 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 4 8 1 13 14 2 3 19 0 10 12 22 2 5 1 8 62 04:15 PM 5 0 1 6 8 2 3 13 1 4 7 12 1 7 3 11 42 04:30 PM 6 2 1 9 14 1 5 20 0 0 7 7 6 8 1 15 51 04:45 PM 10 5 0 15 8 2 1 11 1 6 5 12 1 2 1 4 42 Total 25 15 3 43 44 7 12 63 2 20 31 53 10 22 6 38 197 05:00 PM 3 0 0 3 10 3 2 15 0 1 7 8 1 3 1 5 31 05:15 PM 4 2 2 8 6 1 4 11 0 4 2 6 1 2 2 5 30 05:30 PM 7 3 1 11 8 0 0 8 0 3 3 6 1 0 0 1 26 05:45 PM 2 3 0 5 6 4 2 12 0 1 1 2 0 3 4 7 26 Total 16 8 3 27 30 8 8 46 0 9 13 22 3 8 7 18 113 Grand Total 41 23 6 70 74 15 20 109 2 29 44 75 13 30 13 56 310 Apprch %58.6 32.9 8.6 67.9 13.8 18.3 2.7 38.7 58.7 23.2 53.6 23.2 Total %13.2 7.4 1.9 22.6 23.9 4.8 6.5 35.2 0.6 9.4 14.2 24.2 4.2 9.7 4.2 18.1 Passenger Vehicles 37 16 4 57 67 14 16 97 2 22 41 65 10 26 11 47 266 % Passenger Vehicles 90.2 69.6 66.7 81.4 90.5 93.3 80 89 100 75.9 93.2 86.7 76.9 86.7 84.6 83.9 85.8 Large 2 Axle Vehicles 0 2 0 2 1 0 0 1 0 2 2 4 1 1 2 4 11 % Large 2 Axle Vehicles 0 8.7 0 2.9 1.4 0 0 0.9 0 6.9 4.5 5.3 7.7 3.3 15.4 7.1 3.5 3 Axle Vehicles 3 2 0 5 2 0 2 4 0 1 0 1 0 0 0 0 10 % 3 Axle Vehicles 7.3 8.7 0 7.1 2.7 0 10 3.7 0 3.4 0 1.3 0 0 0 0 3.2 4+ Axle Trucks 1 3 2 6 4 1 2 7 0 4 1 5 2 3 0 5 23 % 4+ Axle Trucks 2.4 13 33.3 8.6 5.4 6.7 10 6.4 0 13.8 2.3 6.7 15.4 10 0 8.9 7.4 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 4 8 1 13 14 2 3 19 0 10 12 22 2 5 1 8 62 04:15 PM 5 0 1 6 8 2 3 13 1 4 7 12 1 7 3 11 42 04:30 PM 6 2 1 9 14 1 5 20 0 0 7 7 6 8 1 15 51 04:45 PM 10 5 0 15 8 2 1 11 1 6 5 12 1 2 1 4 42 Total Volume 25 15 3 43 44 7 12 63 2 20 31 53 10 22 6 38 197 % App. Total 58.1 34.9 7 69.8 11.1 19 3.8 37.7 58.5 26.3 57.9 15.8 PHF .625 .469 .750 .717 .786 .875 .600 .788 .500 .500 .646 .602 .417 .688 .500 .633 .794 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-249 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 3 Thru 15 Left 25 InOut Total 42 43 85 Right12 Thru7 Left44 OutTotalIn78 63 141 Left 2 Thru 20 Right 31 Out TotalIn 65 53 118 Left10 Thru22 Right6 TotalOutIn12 38 50 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 04:00 PM 04:00 PM 04:00 PM +0 mins.4 8 1 13 14 2 3 19 0 10 12 22 2 5 1 8 +15 mins.5 0 1 6 8 2 3 13 1 4 7 12 1 7 3 11 +30 mins.6 2 1 9 14 1 5 20 0 0 7 7 6 8 1 15 +45 mins.10 5 0 15 8 2 1 11 1 6 5 12 1 2 1 4 Total Volume 25 15 3 43 44 7 12 63 2 20 31 53 10 22 6 38 % App. Total 58.1 34.9 7 69.8 11.1 19 3.8 37.7 58.5 26.3 57.9 15.8 PHF .625 .469 .750 .717 .786 .875 .600 .788 .500 .500 .646 .602 .417 .688 .500 .633 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-250 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 4 4 1 9 14 1 2 17 0 9 12 21 2 4 1 7 54 04:15 PM 4 0 1 5 5 2 2 9 1 3 6 10 0 6 2 8 32 04:30 PM 6 2 1 9 13 1 5 19 0 0 7 7 6 7 1 14 49 04:45 PM 10 5 0 15 8 2 1 11 1 3 3 7 1 2 1 4 37 Total 24 11 3 38 40 6 10 56 2 15 28 45 9 19 5 33 172 05:00 PM 3 0 0 3 8 3 1 12 0 1 7 8 0 2 1 3 26 05:15 PM 4 1 1 6 6 1 3 10 0 3 2 5 1 2 2 5 26 05:30 PM 4 1 0 5 7 0 0 7 0 2 3 5 0 0 0 0 17 05:45 PM 2 3 0 5 6 4 2 12 0 1 1 2 0 3 3 6 25 Total 13 5 1 19 27 8 6 41 0 7 13 20 1 7 6 14 94 Grand Total 37 16 4 57 67 14 16 97 2 22 41 65 10 26 11 47 266 Apprch %64.9 28.1 7 69.1 14.4 16.5 3.1 33.8 63.1 21.3 55.3 23.4 Total %13.9 6 1.5 21.4 25.2 5.3 6 36.5 0.8 8.3 15.4 24.4 3.8 9.8 4.1 17.7 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 4 4 1 9 14 1 2 17 0 9 12 21 2 4 1 7 54 04:15 PM 4 0 1 5 5 2 2 9 1 3 6 10 0 6 2 8 32 04:30 PM 6 2 1 9 13 1 5 19 0 0 7 7 6 7 1 14 49 04:45 PM 10 5 0 15 8 2 1 11 1 3 3 7 1 2 1 4 37 Total Volume 24 11 3 38 40 6 10 56 2 15 28 45 9 19 5 33 172 % App. Total 63.2 28.9 7.9 71.4 10.7 17.9 4.4 33.3 62.2 27.3 57.6 15.2 PHF .600 .550 .750 .633 .714 .750 .500 .737 .500 .417 .583 .536 .375 .679 .625 .589 .796 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-251 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 3 Thru 11 Left 24 InOut Total 34 38 72 Right10 Thru6 Left40 OutTotalIn71 56 127 Left 2 Thru 15 Right 28 Out TotalIn 56 45 101 Left9 Thru19 Right5 TotalOutIn11 33 44 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.4 4 1 9 14 1 2 17 0 9 12 21 2 4 1 7 +15 mins.4 0 1 5 5 2 2 9 1 3 6 10 0 6 2 8 +30 mins.6 2 1 9 13 1 5 19 0 0 7 7 6 7 1 14 +45 mins.10 5 0 15 8 2 1 11 1 3 3 7 1 2 1 4 Total Volume 24 11 3 38 40 6 10 56 2 15 28 45 9 19 5 33 % App. Total 63.2 28.9 7.9 71.4 10.7 17.9 4.4 33.3 62.2 27.3 57.6 15.2 PHF .600 .550 .750 .633 .714 .750 .500 .737 .500 .417 .583 .536 .375 .679 .625 .589 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-252 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 0 0 0 0 1 0 1 2 04:15 PM 0 0 0 0 1 0 0 1 0 0 1 1 0 0 1 1 3 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 2 1 3 0 0 0 0 3 Total 0 1 0 1 1 0 0 1 0 2 2 4 0 1 1 2 8 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 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 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 1 1 1 Total 0 1 0 1 0 0 0 0 0 0 0 0 1 0 1 2 3 Grand Total 0 2 0 2 1 0 0 1 0 2 2 4 1 1 2 4 11 Apprch %0 100 0 100 0 0 0 50 50 25 25 50 Total %0 18.2 0 18.2 9.1 0 0 9.1 0 18.2 18.2 36.4 9.1 9.1 18.2 36.4 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 04:15 PM 0 0 0 0 1 0 0 1 0 0 1 1 0 0 1 1 3 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 2 1 3 0 0 0 0 3 Total Volume 0 1 0 1 1 0 0 1 0 2 2 4 0 1 1 2 8 % App. Total 0 100 0 100 0 0 0 50 50 0 50 50 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .500 .333 .000 .250 .250 .500 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-253 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 0 Thru 1 Left 0 InOut Total 2 1 3 Right0 Thru0 Left1 OutTotalIn3 1 4 Left 0 Thru 2 Right 2 Out TotalIn 3 4 7 Left0 Thru1 Right1 TotalOutIn0 2 2 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 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 +15 mins.0 0 0 0 1 0 0 1 0 0 1 1 0 0 1 1 +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 2 1 3 0 0 0 0 Total Volume 0 1 0 1 1 0 0 1 0 2 2 4 0 1 1 2 % App. Total 0 100 0 100 0 0 0 50 50 0 50 50 PHF .000 .250 .000 .250 .250 .000 .000 .250 .000 .250 .500 .333 .000 .250 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-254 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 0 0 0 0 0 0 0 1 04:15 PM 1 0 0 1 1 0 0 1 0 1 0 1 0 0 0 0 3 04:30 PM 0 0 0 0 1 0 0 1 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 1 1 0 2 2 0 0 2 0 1 0 1 0 0 0 0 5 05:00 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 05:30 PM 2 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 1 0 3 0 0 2 2 0 0 0 0 0 0 0 0 5 Grand Total 3 2 0 5 2 0 2 4 0 1 0 1 0 0 0 0 10 Apprch %60 40 0 50 0 50 0 100 0 0 0 0 Total %30 20 0 50 20 0 20 40 0 10 0 10 0 0 0 0 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 04:15 PM 1 0 0 1 1 0 0 1 0 1 0 1 0 0 0 0 3 04:30 PM 0 0 0 0 1 0 0 1 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 1 1 0 2 2 0 0 2 0 1 0 1 0 0 0 0 5 % App. Total 50 50 0 100 0 0 0 100 0 0 0 0 PHF .250 .250 .000 .500 .500 .000 .000 .500 .000 .250 .000 .250 .000 .000 .000 .000 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-255 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 0 Thru 1 Left 1 InOut Total 1 2 3 Right0 Thru0 Left2 OutTotalIn1 2 3 Left 0 Thru 1 Right 0 Out TotalIn 3 1 4 Left0 Thru0 Right0 TotalOutIn0 0 0 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 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins.1 0 0 1 1 0 0 1 0 1 0 1 0 0 0 0 +30 mins.0 0 0 0 1 0 0 1 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 1 0 2 2 0 0 2 0 1 0 1 0 0 0 0 % App. Total 50 50 0 100 0 0 0 100 0 0 0 0 PHF .250 .250 .000 .500 .500 .000 .000 .500 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-256 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 2 0 2 0 1 1 2 0 1 0 1 0 0 0 0 5 04:15 PM 0 0 0 0 1 0 1 2 0 0 0 0 1 1 0 2 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 Total 0 2 0 2 1 1 2 4 0 2 1 3 1 2 0 3 12 05:00 PM 0 0 0 0 2 0 0 2 0 0 0 0 0 1 0 1 3 05:15 PM 0 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0 2 05:30 PM 1 1 1 3 1 0 0 1 0 1 0 1 1 0 0 1 6 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 1 2 4 3 0 0 3 0 2 0 2 1 1 0 2 11 Grand Total 1 3 2 6 4 1 2 7 0 4 1 5 2 3 0 5 23 Apprch %16.7 50 33.3 57.1 14.3 28.6 0 80 20 40 60 0 Total %4.3 13 8.7 26.1 17.4 4.3 8.7 30.4 0 17.4 4.3 21.7 8.7 13 0 21.7 Hemlock Avenue Southbound Santa Ana Avenue Westbound Hemlock Avenue Northbound Santa Ana 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 2 0 2 0 1 1 2 0 1 0 1 0 0 0 0 5 04:15 PM 0 0 0 0 1 0 1 2 0 0 0 0 1 1 0 2 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 Total Volume 0 2 0 2 1 1 2 4 0 2 1 3 1 2 0 3 12 % App. Total 0 100 0 25 25 50 0 66.7 33.3 33.3 66.7 0 PHF .000 .250 .000 .250 .250 .250 .500 .500 .000 .500 .250 .375 .250 .500 .000 .375 .600 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-257 File Name : 07_FON_Hem_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Hemlock Avenue E/W: Santa Ana Avenue Weather: Clear Hemlock Avenue Santa Ana Avenue Santa Ana Avenue Hemlock Avenue Right 0 Thru 2 Left 0 InOut Total 5 2 7 Right2 Thru1 Left1 OutTotalIn3 4 7 Left 0 Thru 2 Right 1 Out TotalIn 3 3 6 Left1 Thru2 Right0 TotalOutIn1 3 4 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 2 0 2 0 1 1 2 0 1 0 1 0 0 0 0 +15 mins.0 0 0 0 1 0 1 2 0 0 0 0 1 1 0 2 +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 1 1 2 0 0 0 0 Total Volume 0 2 0 2 1 1 2 4 0 2 1 3 1 2 0 3 % App. Total 0 100 0 25 25 50 0 66.7 33.3 33.3 66.7 0 PHF .000 .250 .000 .250 .250 .250 .500 .500 .000 .500 .250 .375 .250 .500 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-258 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Hemlock Avenue Santa Ana Avenue Hemlock Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Hemlock Avenue Santa Ana Avenue Hemlock Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00101 02002 00000 00000 00000 00000 00000 00000 02103 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 Hemlock Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-259 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 100000000000 1 000000000100 1 001000000000 1 000000000000 0 000000000000 0 000000000000 0 101000000100 3 Santa Ana Avenue TOTAL VOLUMES: Hemlock Avenue Santa Ana Avenue Hemlock Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Hemlock Avenue Santa Ana Avenue Hemlock 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 Santa Ana Avenue Hemlock Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-260 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 9 3 16 9 16 3 28 5 25 4 34 3 3 0 6 84 07:15 AM 8 12 4 24 11 6 8 25 5 35 6 46 1 3 0 4 99 07:30 AM 2 7 3 12 9 16 4 29 3 38 8 49 1 5 0 6 96 07:45 AM 7 17 1 25 10 18 6 34 3 35 17 55 4 10 3 17 131 Total 21 45 11 77 39 56 21 116 16 133 35 184 9 21 3 33 410 08:00 AM 4 17 1 22 9 12 9 30 2 32 9 43 1 9 0 10 105 08:15 AM 11 13 3 27 5 18 6 29 5 20 9 34 2 6 3 11 101 08:30 AM 5 7 3 15 4 17 8 29 2 24 12 38 4 6 2 12 94 08:45 AM 6 7 5 18 1 10 7 18 2 23 13 38 7 8 3 18 92 Total 26 44 12 82 19 57 30 106 11 99 43 153 14 29 8 51 392 Grand Total 47 89 23 159 58 113 51 222 27 232 78 337 23 50 11 84 802 Apprch %29.6 56 14.5 26.1 50.9 23 8 68.8 23.1 27.4 59.5 13.1 Total %5.9 11.1 2.9 19.8 7.2 14.1 6.4 27.7 3.4 28.9 9.7 42 2.9 6.2 1.4 10.5 Passenger Vehicles 38 61 19 118 47 106 41 194 17 201 66 284 16 42 7 65 661 % Passenger Vehicles 80.9 68.5 82.6 74.2 81 93.8 80.4 87.4 63 86.6 84.6 84.3 69.6 84 63.6 77.4 82.4 Large 2 Axle Vehicles 5 6 0 11 5 4 4 13 4 12 5 21 2 3 1 6 51 % Large 2 Axle Vehicles 10.6 6.7 0 6.9 8.6 3.5 7.8 5.9 14.8 5.2 6.4 6.2 8.7 6 9.1 7.1 6.4 3 Axle Vehicles 1 1 0 2 2 1 5 8 2 1 1 4 0 1 1 2 16 % 3 Axle Vehicles 2.1 1.1 0 1.3 3.4 0.9 9.8 3.6 7.4 0.4 1.3 1.2 0 2 9.1 2.4 2 4+ Axle Trucks 3 21 4 28 4 2 1 7 4 18 6 28 5 4 2 11 74 % 4+ Axle Trucks 6.4 23.6 17.4 17.6 6.9 1.8 2 3.2 14.8 7.8 7.7 8.3 21.7 8 18.2 13.1 9.2 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 7 3 12 9 16 4 29 3 38 8 49 1 5 0 6 96 07:45 AM 7 17 1 25 10 18 6 34 3 35 17 55 4 10 3 17 131 08:00 AM 4 17 1 22 9 12 9 30 2 32 9 43 1 9 0 10 105 08:15 AM 11 13 3 27 5 18 6 29 5 20 9 34 2 6 3 11 101 Total Volume 24 54 8 86 33 64 25 122 13 125 43 181 8 30 6 44 433 % App. Total 27.9 62.8 9.3 27 52.5 20.5 7.2 69.1 23.8 18.2 68.2 13.6 PHF .545 .794 .667 .796 .825 .889 .694 .897 .650 .822 .632 .823 .500 .750 .500 .647 .826 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-261 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 8 Thru 54 Left 24 InOut Total 158 86 244 Right25 Thru64 Left33 OutTotalIn97 122 219 Left 13 Thru 125 Right 43 Out TotalIn 93 181 274 Left8 Thru30 Right6 TotalOutIn85 44 129 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 07:30 AM 07:15 AM 08:00 AM +0 mins.7 17 1 25 9 16 4 29 5 35 6 46 1 9 0 10 +15 mins.4 17 1 22 10 18 6 34 3 38 8 49 2 6 3 11 +30 mins.11 13 3 27 9 12 9 30 3 35 17 55 4 6 2 12 +45 mins.5 7 3 15 5 18 6 29 2 32 9 43 7 8 3 18 Total Volume 27 54 8 89 33 64 25 122 13 140 40 193 14 29 8 51 % App. Total 30.3 60.7 9 27 52.5 20.5 6.7 72.5 20.7 27.5 56.9 15.7 PHF .614 .794 .667 .824 .825 .889 .694 .897 .650 .921 .588 .877 .500 .806 .667 .708 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-262 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 3 7 3 13 7 16 2 25 5 20 2 27 2 3 0 5 70 07:15 AM 6 8 1 15 10 6 7 23 3 32 6 41 1 3 0 4 83 07:30 AM 2 4 3 9 6 15 4 25 1 32 8 41 0 3 0 3 78 07:45 AM 5 16 1 22 10 18 5 33 1 33 15 49 2 10 3 15 119 Total 16 35 8 59 33 55 18 106 10 117 31 158 5 19 3 27 350 08:00 AM 3 13 1 17 7 7 9 23 2 26 7 35 1 7 0 8 83 08:15 AM 8 6 3 17 3 18 3 24 3 18 8 29 1 5 0 6 76 08:30 AM 5 6 3 14 3 17 6 26 2 19 10 31 4 5 2 11 82 08:45 AM 6 1 4 11 1 9 5 15 0 21 10 31 5 6 2 13 70 Total 22 26 11 59 14 51 23 88 7 84 35 126 11 23 4 38 311 Grand Total 38 61 19 118 47 106 41 194 17 201 66 284 16 42 7 65 661 Apprch %32.2 51.7 16.1 24.2 54.6 21.1 6 70.8 23.2 24.6 64.6 10.8 Total %5.7 9.2 2.9 17.9 7.1 16 6.2 29.3 2.6 30.4 10 43 2.4 6.4 1.1 9.8 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 4 3 9 6 15 4 25 1 32 8 41 0 3 0 3 78 07:45 AM 5 16 1 22 10 18 5 33 1 33 15 49 2 10 3 15 119 08:00 AM 3 13 1 17 7 7 9 23 2 26 7 35 1 7 0 8 83 08:15 AM 8 6 3 17 3 18 3 24 3 18 8 29 1 5 0 6 76 Total Volume 18 39 8 65 26 58 21 105 7 109 38 154 4 25 3 32 356 % App. Total 27.7 60 12.3 24.8 55.2 20 4.5 70.8 24.7 12.5 78.1 9.4 PHF .563 .609 .667 .739 .650 .806 .583 .795 .583 .826 .633 .786 .500 .625 .250 .533 .748 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-263 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 8 Thru 39 Left 18 InOut Total 134 65 199 Right21 Thru58 Left26 OutTotalIn81 105 186 Left 7 Thru 109 Right 38 Out TotalIn 68 154 222 Left4 Thru25 Right3 TotalOutIn73 32 105 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 4 3 9 6 15 4 25 1 32 8 41 0 3 0 3 +15 mins.5 16 1 22 10 18 5 33 1 33 15 49 2 10 3 15 +30 mins.3 13 1 17 7 7 9 23 2 26 7 35 1 7 0 8 +45 mins.8 6 3 17 3 18 3 24 3 18 8 29 1 5 0 6 Total Volume 18 39 8 65 26 58 21 105 7 109 38 154 4 25 3 32 % App. Total 27.7 60 12.3 24.8 55.2 20 4.5 70.8 24.7 12.5 78.1 9.4 PHF .563 .609 .667 .739 .650 .806 .583 .795 .583 .826 .633 .786 .500 .625 .250 .533 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-264 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 0 0 1 0 2 1 3 1 0 0 1 5 07:15 AM 2 1 0 3 1 0 0 1 0 0 0 0 0 0 0 0 4 07:30 AM 0 0 0 0 2 1 0 3 1 1 0 2 0 0 0 0 5 07:45 AM 1 0 0 1 0 0 0 0 2 0 1 3 0 0 0 0 4 Total 3 1 0 4 4 1 0 5 3 3 2 8 1 0 0 1 18 08:00 AM 0 1 0 1 0 3 0 3 0 3 0 3 0 0 0 0 7 08:15 AM 2 2 0 4 0 0 1 1 0 2 1 3 0 1 1 2 10 08:30 AM 0 0 0 0 1 0 1 2 0 3 0 3 0 1 0 1 6 08:45 AM 0 2 0 2 0 0 2 2 1 1 2 4 1 1 0 2 10 Total 2 5 0 7 1 3 4 8 1 9 3 13 1 3 1 5 33 Grand Total 5 6 0 11 5 4 4 13 4 12 5 21 2 3 1 6 51 Apprch %45.5 54.5 0 38.5 30.8 30.8 19 57.1 23.8 33.3 50 16.7 Total %9.8 11.8 0 21.6 9.8 7.8 7.8 25.5 7.8 23.5 9.8 41.2 3.9 5.9 2 11.8 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 1 0 3 1 1 0 2 0 0 0 0 5 07:45 AM 1 0 0 1 0 0 0 0 2 0 1 3 0 0 0 0 4 08:00 AM 0 1 0 1 0 3 0 3 0 3 0 3 0 0 0 0 7 08:15 AM 2 2 0 4 0 0 1 1 0 2 1 3 0 1 1 2 10 Total Volume 3 3 0 6 2 4 1 7 3 6 2 11 0 1 1 2 26 % App. Total 50 50 0 28.6 57.1 14.3 27.3 54.5 18.2 0 50 50 PHF .375 .375 .000 .375 .250 .333 .250 .583 .375 .500 .500 .917 .000 .250 .250 .250 .650 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-265 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 0 Thru 3 Left 3 InOut Total 7 6 13 Right1 Thru4 Left2 OutTotalIn6 7 13 Left 3 Thru 6 Right 2 Out TotalIn 6 11 17 Left0 Thru1 Right1 TotalOutIn7 2 9 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 2 1 0 3 1 1 0 2 0 0 0 0 +15 mins.1 0 0 1 0 0 0 0 2 0 1 3 0 0 0 0 +30 mins.0 1 0 1 0 3 0 3 0 3 0 3 0 0 0 0 +45 mins.2 2 0 4 0 0 1 1 0 2 1 3 0 1 1 2 Total Volume 3 3 0 6 2 4 1 7 3 6 2 11 0 1 1 2 % App. Total 50 50 0 28.6 57.1 14.3 27.3 54.5 18.2 0 50 50 PHF .375 .375 .000 .375 .250 .333 .250 .583 .375 .500 .500 .917 .000 .250 .250 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-266 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 0 1 2 0 0 0 0 0 0 0 0 2 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 1 0 1 0 0 0 0 1 07:45 AM 1 0 0 1 0 0 1 1 0 0 0 0 0 0 0 0 2 Total 1 0 0 1 1 0 2 3 0 1 0 1 0 0 0 0 5 08:00 AM 0 1 0 1 1 0 0 1 0 0 0 0 0 1 0 1 3 08:15 AM 0 0 0 0 0 0 2 2 1 0 0 1 0 0 1 1 4 08:30 AM 0 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 2 08:45 AM 0 0 0 0 0 1 0 1 1 0 0 1 0 0 0 0 2 Total 0 1 0 1 1 1 3 5 2 0 1 3 0 1 1 2 11 Grand Total 1 1 0 2 2 1 5 8 2 1 1 4 0 1 1 2 16 Apprch %50 50 0 25 12.5 62.5 50 25 25 0 50 50 Total %6.2 6.2 0 12.5 12.5 6.2 31.2 50 12.5 6.2 6.2 25 0 6.2 6.2 12.5 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 0 1 0 0 0 0 1 07:45 AM 1 0 0 1 0 0 1 1 0 0 0 0 0 0 0 0 2 08:00 AM 0 1 0 1 1 0 0 1 0 0 0 0 0 1 0 1 3 08:15 AM 0 0 0 0 0 0 2 2 1 0 0 1 0 0 1 1 4 Total Volume 1 1 0 2 1 0 3 4 1 1 0 2 0 1 1 2 10 % App. Total 50 50 0 25 0 75 50 50 0 0 50 50 PHF .250 .250 .000 .500 .250 .000 .375 .500 .250 .250 .000 .500 .000 .250 .250 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-267 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 0 Thru 1 Left 1 InOut Total 4 2 6 Right3 Thru0 Left1 OutTotalIn2 4 6 Left 1 Thru 1 Right 0 Out TotalIn 3 2 5 Left0 Thru1 Right1 TotalOutIn1 2 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 1 0 1 0 0 0 0 +15 mins.1 0 0 1 0 0 1 1 0 0 0 0 0 0 0 0 +30 mins.0 1 0 1 1 0 0 1 0 0 0 0 0 1 0 1 +45 mins.0 0 0 0 0 0 2 2 1 0 0 1 0 0 1 1 Total Volume 1 1 0 2 1 0 3 4 1 1 0 2 0 1 1 2 % App. Total 50 50 0 25 0 75 50 50 0 0 50 50 PHF .250 .250 .000 .500 .250 .000 .375 .500 .250 .250 .000 .500 .000 .250 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-268 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 2 0 3 0 0 0 0 0 3 1 4 0 0 0 0 7 07:15 AM 0 3 3 6 0 0 1 1 2 3 0 5 0 0 0 0 12 07:30 AM 0 3 0 3 1 0 0 1 1 4 0 5 1 2 0 3 12 07:45 AM 0 1 0 1 0 0 0 0 0 2 1 3 2 0 0 2 6 Total 1 9 3 13 1 0 1 2 3 12 2 17 3 2 0 5 37 08:00 AM 1 2 0 3 1 2 0 3 0 3 2 5 0 1 0 1 12 08:15 AM 1 5 0 6 2 0 0 2 1 0 0 1 1 0 1 2 11 08:30 AM 0 1 0 1 0 0 0 0 0 2 1 3 0 0 0 0 4 08:45 AM 0 4 1 5 0 0 0 0 0 1 1 2 1 1 1 3 10 Total 2 12 1 15 3 2 0 5 1 6 4 11 2 2 2 6 37 Grand Total 3 21 4 28 4 2 1 7 4 18 6 28 5 4 2 11 74 Apprch %10.7 75 14.3 57.1 28.6 14.3 14.3 64.3 21.4 45.5 36.4 18.2 Total %4.1 28.4 5.4 37.8 5.4 2.7 1.4 9.5 5.4 24.3 8.1 37.8 6.8 5.4 2.7 14.9 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 3 0 3 1 0 0 1 1 4 0 5 1 2 0 3 12 07:45 AM 0 1 0 1 0 0 0 0 0 2 1 3 2 0 0 2 6 08:00 AM 1 2 0 3 1 2 0 3 0 3 2 5 0 1 0 1 12 08:15 AM 1 5 0 6 2 0 0 2 1 0 0 1 1 0 1 2 11 Total Volume 2 11 0 13 4 2 0 6 2 9 3 14 4 3 1 8 41 % App. Total 15.4 84.6 0 66.7 33.3 0 14.3 64.3 21.4 50 37.5 12.5 PHF .500 .550 .000 .542 .500 .250 .000 .500 .500 .563 .375 .700 .500 .375 .250 .667 .854 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-269 File Name : 10_FON_Bee_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 0 Thru 11 Left 2 InOut Total 13 13 26 Right0 Thru2 Left4 OutTotalIn8 6 14 Left 2 Thru 9 Right 3 Out TotalIn 16 14 30 Left4 Thru3 Right1 TotalOutIn4 8 12 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 3 0 3 1 0 0 1 1 4 0 5 1 2 0 3 +15 mins.0 1 0 1 0 0 0 0 0 2 1 3 2 0 0 2 +30 mins.1 2 0 3 1 2 0 3 0 3 2 5 0 1 0 1 +45 mins.1 5 0 6 2 0 0 2 1 0 0 1 1 0 1 2 Total Volume 2 11 0 13 4 2 0 6 2 9 3 14 4 3 1 8 % App. Total 15.4 84.6 0 66.7 33.3 0 14.3 64.3 21.4 50 37.5 12.5 PHF .500 .550 .000 .542 .500 .250 .000 .500 .500 .563 .375 .700 .500 .375 .250 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-270 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 8 30 3 41 10 13 6 29 2 19 22 43 5 28 4 37 150 04:15 PM 7 26 5 38 9 9 12 30 0 18 15 33 1 14 2 17 118 04:30 PM 8 25 0 33 4 10 7 21 2 29 6 37 4 11 3 18 109 04:45 PM 4 27 1 32 8 13 4 25 6 15 12 33 1 5 4 10 100 Total 27 108 9 144 31 45 29 105 10 81 55 146 11 58 13 82 477 05:00 PM 8 22 4 34 5 7 10 22 1 28 11 40 4 16 4 24 120 05:15 PM 4 16 2 22 6 11 10 27 2 10 7 19 2 7 3 12 80 05:30 PM 2 21 4 27 3 8 10 21 1 17 10 28 0 7 1 8 84 05:45 PM 2 16 1 19 1 1 8 10 2 12 4 18 1 2 0 3 50 Total 16 75 11 102 15 27 38 80 6 67 32 105 7 32 8 47 334 Grand Total 43 183 20 246 46 72 67 185 16 148 87 251 18 90 21 129 811 Apprch %17.5 74.4 8.1 24.9 38.9 36.2 6.4 59 34.7 14 69.8 16.3 Total %5.3 22.6 2.5 30.3 5.7 8.9 8.3 22.8 2 18.2 10.7 30.9 2.2 11.1 2.6 15.9 Passenger Vehicles 37 154 14 205 42 70 58 170 8 123 70 201 14 85 16 115 691 % Passenger Vehicles 86 84.2 70 83.3 91.3 97.2 86.6 91.9 50 83.1 80.5 80.1 77.8 94.4 76.2 89.1 85.2 Large 2 Axle Vehicles 6 4 2 12 2 1 4 7 4 6 7 17 1 1 2 4 40 % Large 2 Axle Vehicles 14 2.2 10 4.9 4.3 1.4 6 3.8 25 4.1 8 6.8 5.6 1.1 9.5 3.1 4.9 3 Axle Vehicles 0 7 0 7 2 0 2 4 0 4 4 8 0 0 1 1 20 % 3 Axle Vehicles 0 3.8 0 2.8 4.3 0 3 2.2 0 2.7 4.6 3.2 0 0 4.8 0.8 2.5 4+ Axle Trucks 0 18 4 22 0 1 3 4 4 15 6 25 3 4 2 9 60 % 4+ Axle Trucks 0 9.8 20 8.9 0 1.4 4.5 2.2 25 10.1 6.9 10 16.7 4.4 9.5 7 7.4 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 8 30 3 41 10 13 6 29 2 19 22 43 5 28 4 37 150 04:15 PM 7 26 5 38 9 9 12 30 0 18 15 33 1 14 2 17 118 04:30 PM 8 25 0 33 4 10 7 21 2 29 6 37 4 11 3 18 109 04:45 PM 4 27 1 32 8 13 4 25 6 15 12 33 1 5 4 10 100 Total Volume 27 108 9 144 31 45 29 105 10 81 55 146 11 58 13 82 477 % App. Total 18.8 75 6.2 29.5 42.9 27.6 6.8 55.5 37.7 13.4 70.7 15.9 PHF .844 .900 .450 .878 .775 .865 .604 .875 .417 .698 .625 .849 .550 .518 .813 .554 .795 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-271 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 9 Thru 108 Left 27 InOut Total 121 144 265 Right29 Thru45 Left31 OutTotalIn140 105 245 Left 10 Thru 81 Right 55 Out TotalIn 152 146 298 Left11 Thru58 Right13 TotalOutIn64 82 146 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 04:00 PM 04:00 PM 04:00 PM +0 mins.8 30 3 41 10 13 6 29 2 19 22 43 5 28 4 37 +15 mins.7 26 5 38 9 9 12 30 0 18 15 33 1 14 2 17 +30 mins.8 25 0 33 4 10 7 21 2 29 6 37 4 11 3 18 +45 mins.4 27 1 32 8 13 4 25 6 15 12 33 1 5 4 10 Total Volume 27 108 9 144 31 45 29 105 10 81 55 146 11 58 13 82 % App. Total 18.8 75 6.2 29.5 42.9 27.6 6.8 55.5 37.7 13.4 70.7 15.9 PHF .844 .900 .450 .878 .775 .865 .604 .875 .417 .698 .625 .849 .550 .518 .813 .554 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-272 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 6 26 2 34 9 12 5 26 1 15 19 35 4 25 4 33 128 04:15 PM 7 22 4 33 9 9 11 29 0 15 10 25 1 12 2 15 102 04:30 PM 7 22 0 29 3 10 6 19 1 25 4 30 3 11 3 17 95 04:45 PM 3 21 0 24 8 13 4 25 2 14 12 28 1 5 3 9 86 Total 23 91 6 120 29 44 26 99 4 69 45 118 9 53 12 74 411 05:00 PM 7 20 3 30 4 7 8 19 0 24 9 33 3 16 1 20 102 05:15 PM 4 12 1 17 6 11 8 25 2 7 5 14 2 7 2 11 67 05:30 PM 1 16 4 21 2 7 10 19 1 14 8 23 0 7 1 8 71 05:45 PM 2 15 0 17 1 1 6 8 1 9 3 13 0 2 0 2 40 Total 14 63 8 85 13 26 32 71 4 54 25 83 5 32 4 41 280 Grand Total 37 154 14 205 42 70 58 170 8 123 70 201 14 85 16 115 691 Apprch %18 75.1 6.8 24.7 41.2 34.1 4 61.2 34.8 12.2 73.9 13.9 Total %5.4 22.3 2 29.7 6.1 10.1 8.4 24.6 1.2 17.8 10.1 29.1 2 12.3 2.3 16.6 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 6 26 2 34 9 12 5 26 1 15 19 35 4 25 4 33 128 04:15 PM 7 22 4 33 9 9 11 29 0 15 10 25 1 12 2 15 102 04:30 PM 7 22 0 29 3 10 6 19 1 25 4 30 3 11 3 17 95 04:45 PM 3 21 0 24 8 13 4 25 2 14 12 28 1 5 3 9 86 Total Volume 23 91 6 120 29 44 26 99 4 69 45 118 9 53 12 74 411 % App. Total 19.2 75.8 5 29.3 44.4 26.3 3.4 58.5 38.1 12.2 71.6 16.2 PHF .821 .875 .375 .882 .806 .846 .591 .853 .500 .690 .592 .843 .563 .530 .750 .561 .803 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-273 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 6 Thru 91 Left 23 InOut Total 104 120 224 Right26 Thru44 Left29 OutTotalIn121 99 220 Left 4 Thru 69 Right 45 Out TotalIn 132 118 250 Left9 Thru53 Right12 TotalOutIn54 74 128 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.6 26 2 34 9 12 5 26 1 15 19 35 4 25 4 33 +15 mins.7 22 4 33 9 9 11 29 0 15 10 25 1 12 2 15 +30 mins.7 22 0 29 3 10 6 19 1 25 4 30 3 11 3 17 +45 mins.3 21 0 24 8 13 4 25 2 14 12 28 1 5 3 9 Total Volume 23 91 6 120 29 44 26 99 4 69 45 118 9 53 12 74 % App. Total 19.2 75.8 5 29.3 44.4 26.3 3.4 58.5 38.1 12.2 71.6 16.2 PHF .821 .875 .375 .882 .806 .846 .591 .853 .500 .690 .592 .843 .563 .530 .750 .561 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-274 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 1 1 4 0 0 1 1 1 1 2 4 0 1 0 1 10 04:15 PM 0 0 1 1 0 0 0 0 0 0 1 1 0 0 0 0 2 04:30 PM 1 0 0 1 1 0 1 2 0 2 1 3 1 0 0 1 7 04:45 PM 1 0 0 1 0 0 0 0 2 1 0 3 0 0 1 1 5 Total 4 1 2 7 1 0 2 3 3 4 4 11 1 1 1 3 24 05:00 PM 1 1 0 2 1 0 1 2 1 1 1 3 0 0 1 1 8 05:15 PM 0 1 0 1 0 0 1 1 0 1 2 3 0 0 0 0 5 05:30 PM 1 1 0 2 0 1 0 1 0 0 0 0 0 0 0 0 3 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 3 0 5 1 1 2 4 1 2 3 6 0 0 1 1 16 Grand Total 6 4 2 12 2 1 4 7 4 6 7 17 1 1 2 4 40 Apprch %50 33.3 16.7 28.6 14.3 57.1 23.5 35.3 41.2 25 25 50 Total %15 10 5 30 5 2.5 10 17.5 10 15 17.5 42.5 2.5 2.5 5 10 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 1 1 4 0 0 1 1 1 1 2 4 0 1 0 1 10 04:15 PM 0 0 1 1 0 0 0 0 0 0 1 1 0 0 0 0 2 04:30 PM 1 0 0 1 1 0 1 2 0 2 1 3 1 0 0 1 7 04:45 PM 1 0 0 1 0 0 0 0 2 1 0 3 0 0 1 1 5 Total Volume 4 1 2 7 1 0 2 3 3 4 4 11 1 1 1 3 24 % App. Total 57.1 14.3 28.6 33.3 0 66.7 27.3 36.4 36.4 33.3 33.3 33.3 PHF .500 .250 .500 .438 .250 .000 .500 .375 .375 .500 .500 .688 .250 .250 .250 .750 .600 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-275 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 2 Thru 1 Left 4 InOut Total 7 7 14 Right2 Thru0 Left1 OutTotalIn9 3 12 Left 3 Thru 4 Right 4 Out TotalIn 3 11 14 Left1 Thru1 Right1 TotalOutIn5 3 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.2 1 1 4 0 0 1 1 1 1 2 4 0 1 0 1 +15 mins.0 0 1 1 0 0 0 0 0 0 1 1 0 0 0 0 +30 mins.1 0 0 1 1 0 1 2 0 2 1 3 1 0 0 1 +45 mins.1 0 0 1 0 0 0 0 2 1 0 3 0 0 1 1 Total Volume 4 1 2 7 1 0 2 3 3 4 4 11 1 1 1 3 % App. Total 57.1 14.3 28.6 33.3 0 66.7 27.3 36.4 36.4 33.3 33.3 33.3 PHF .500 .250 .500 .438 .250 .000 .500 .375 .375 .500 .500 .688 .250 .250 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-276 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 0 2 1 0 0 1 0 0 0 0 0 0 0 0 3 04:15 PM 0 1 0 1 0 0 0 0 0 0 3 3 0 0 0 0 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 1 0 0 1 0 0 3 3 0 0 0 0 8 05:00 PM 0 0 0 0 0 0 1 1 0 1 0 1 0 0 1 1 3 05:15 PM 0 0 0 0 0 0 1 1 0 1 0 1 0 0 0 0 2 05:30 PM 0 3 0 3 1 0 0 1 0 1 1 2 0 0 0 0 6 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total 0 3 0 3 1 0 2 3 0 4 1 5 0 0 1 1 12 Grand Total 0 7 0 7 2 0 2 4 0 4 4 8 0 0 1 1 20 Apprch %0 100 0 50 0 50 0 50 50 0 0 100 Total %0 35 0 35 10 0 10 20 0 20 20 40 0 0 5 5 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 2 0 2 1 0 0 1 0 0 0 0 0 0 0 0 3 04:15 PM 0 1 0 1 0 0 0 0 0 0 3 3 0 0 0 0 4 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 4 0 4 1 0 0 1 0 0 3 3 0 0 0 0 8 % App. Total 0 100 0 100 0 0 0 0 100 0 0 0 PHF .000 .500 .000 .500 .250 .000 .000 .250 .000 .000 .250 .250 .000 .000 .000 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-277 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 0 Thru 4 Left 0 InOut Total 0 4 4 Right0 Thru0 Left1 OutTotalIn3 1 4 Left 0 Thru 0 Right 3 Out TotalIn 5 3 8 Left0 Thru0 Right0 TotalOutIn0 0 0 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 2 0 2 1 0 0 1 0 0 0 0 0 0 0 0 +15 mins.0 1 0 1 0 0 0 0 0 0 3 3 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 4 0 4 1 0 0 1 0 0 3 3 0 0 0 0 % App. Total 0 100 0 100 0 0 0 0 100 0 0 0 PHF .000 .500 .000 .500 .250 .000 .000 .250 .000 .000 .250 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-278 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 0 1 0 3 1 4 1 2 0 3 9 04:15 PM 0 3 0 3 0 0 1 1 0 3 1 4 0 2 0 2 10 04:30 PM 0 3 0 3 0 0 0 0 1 2 1 4 0 0 0 0 7 04:45 PM 0 5 1 6 0 0 0 0 2 0 0 2 0 0 0 0 8 Total 0 12 1 13 0 1 1 2 3 8 3 14 1 4 0 5 34 05:00 PM 0 1 1 2 0 0 0 0 0 2 1 3 1 0 1 2 7 05:15 PM 0 3 1 4 0 0 0 0 0 1 0 1 0 0 1 1 6 05:30 PM 0 1 0 1 0 0 0 0 0 2 1 3 0 0 0 0 4 05:45 PM 0 1 1 2 0 0 2 2 1 2 1 4 1 0 0 1 9 Total 0 6 3 9 0 0 2 2 1 7 3 11 2 0 2 4 26 Grand Total 0 18 4 22 0 1 3 4 4 15 6 25 3 4 2 9 60 Apprch %0 81.8 18.2 0 25 75 16 60 24 33.3 44.4 22.2 Total %0 30 6.7 36.7 0 1.7 5 6.7 6.7 25 10 41.7 5 6.7 3.3 15 Beech Avenue Southbound Santa Ana Avenue Westbound Beech Avenue Northbound Santa Ana 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 1 0 1 0 1 0 1 0 3 1 4 1 2 0 3 9 04:15 PM 0 3 0 3 0 0 1 1 0 3 1 4 0 2 0 2 10 04:30 PM 0 3 0 3 0 0 0 0 1 2 1 4 0 0 0 0 7 04:45 PM 0 5 1 6 0 0 0 0 2 0 0 2 0 0 0 0 8 Total Volume 0 12 1 13 0 1 1 2 3 8 3 14 1 4 0 5 34 % App. Total 0 92.3 7.7 0 50 50 21.4 57.1 21.4 20 80 0 PHF .000 .600 .250 .542 .000 .250 .250 .500 .375 .667 .750 .875 .250 .500 .000 .417 .850 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-279 File Name : 10_FON_Bee_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Beech Avenue E/W: Santa Ana Avenue Weather: Clear Beech Avenue Santa Ana Avenue Santa Ana Avenue Beech Avenue Right 1 Thru 12 Left 0 InOut Total 10 13 23 Right1 Thru1 Left0 OutTotalIn7 2 9 Left 3 Thru 8 Right 3 Out TotalIn 12 14 26 Left1 Thru4 Right0 TotalOutIn5 5 10 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 1 0 1 0 1 0 1 0 3 1 4 1 2 0 3 +15 mins.0 3 0 3 0 0 1 1 0 3 1 4 0 2 0 2 +30 mins.0 3 0 3 0 0 0 0 1 2 1 4 0 0 0 0 +45 mins.0 5 1 6 0 0 0 0 2 0 0 2 0 0 0 0 Total Volume 0 12 1 13 0 1 1 2 3 8 3 14 1 4 0 5 % App. Total 0 92.3 7.7 0 50 50 21.4 57.1 21.4 20 80 0 PHF .000 .600 .250 .542 .000 .250 .250 .500 .375 .667 .750 .875 .250 .500 .000 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-280 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Beech Avenue Santa Ana Avenue Beech Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Beech Avenue Santa Ana Avenue Beech Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00101 00000 00000 10001 00000 10102 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 Beech Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-281 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000010000000 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000010000000 1 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Santa Ana Avenue TOTAL VOLUMES: Beech Avenue Santa Ana Avenue Beech Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Beech Avenue Santa Ana Avenue Beech 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 Santa Ana Avenue Beech Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-282 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 3 14 2 19 3 26 1 30 1 4 2 7 8 5 3 16 72 07:15 AM 5 5 1 11 4 37 2 43 2 5 1 8 1 8 5 14 76 07:30 AM 4 8 5 17 5 29 1 35 2 5 0 7 0 9 4 13 72 07:45 AM 1 13 4 18 3 29 2 34 1 1 1 3 10 10 6 26 81 Total 13 40 12 65 15 121 6 142 6 15 4 25 19 32 18 69 301 08:00 AM 1 9 3 13 4 24 0 28 0 1 2 3 6 12 5 23 67 08:15 AM 2 8 6 16 1 25 0 26 1 1 0 2 5 5 10 20 64 08:30 AM 3 9 3 15 3 11 5 19 2 6 0 8 2 10 2 14 56 08:45 AM 1 5 3 9 0 15 4 19 1 7 2 10 5 11 0 16 54 Total 7 31 15 53 8 75 9 92 4 15 4 23 18 38 17 73 241 Grand Total 20 71 27 118 23 196 15 234 10 30 8 48 37 70 35 142 542 Apprch %16.9 60.2 22.9 9.8 83.8 6.4 20.8 62.5 16.7 26.1 49.3 24.6 Total %3.7 13.1 5 21.8 4.2 36.2 2.8 43.2 1.8 5.5 1.5 8.9 6.8 12.9 6.5 26.2 Passenger Vehicles 15 56 25 96 22 171 14 207 5 24 5 34 30 58 33 121 458 % Passenger Vehicles 75 78.9 92.6 81.4 95.7 87.2 93.3 88.5 50 80 62.5 70.8 81.1 82.9 94.3 85.2 84.5 Large 2 Axle Vehicles 3 2 1 6 1 9 1 11 0 0 1 1 1 7 0 8 26 % Large 2 Axle Vehicles 15 2.8 3.7 5.1 4.3 4.6 6.7 4.7 0 0 12.5 2.1 2.7 10 0 5.6 4.8 3 Axle Vehicles 1 2 1 4 0 6 0 6 0 0 0 0 3 2 1 6 16 % 3 Axle Vehicles 5 2.8 3.7 3.4 0 3.1 0 2.6 0 0 0 0 8.1 2.9 2.9 4.2 3 4+ Axle Trucks 1 11 0 12 0 10 0 10 5 6 2 13 3 3 1 7 42 % 4+ Axle Trucks 5 15.5 0 10.2 0 5.1 0 4.3 50 20 25 27.1 8.1 4.3 2.9 4.9 7.7 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 07:00 AM 07:00 AM 3 14 2 19 3 26 1 30 1 4 2 7 8 5 3 16 72 07:15 AM 5 5 1 11 4 37 2 43 2 5 1 8 1 8 5 14 76 07:30 AM 4 8 5 17 5 29 1 35 2 5 0 7 0 9 4 13 72 07:45 AM 1 13 4 18 3 29 2 34 1 1 1 3 10 10 6 26 81 Total Volume 13 40 12 65 15 121 6 142 6 15 4 25 19 32 18 69 301 % App. Total 20 61.5 18.5 10.6 85.2 4.2 24 60 16 27.5 46.4 26.1 PHF .650 .714 .600 .855 .750 .818 .750 .826 .750 .750 .500 .781 .475 .800 .750 .663 .929 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-283 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 12 Thru 40 Left 13 InOut Total 40 65 105 Right6 Thru121 Left15 OutTotalIn49 142 191 Left 6 Thru 15 Right 4 Out TotalIn 73 25 98 Left19 Thru32 Right18 TotalOutIn139 69 208 Peak Hour Begins at 07:00 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 07:00 AM 07:00 AM 07:45 AM +0 mins.3 14 2 19 3 26 1 30 1 4 2 7 10 10 6 26 +15 mins.5 5 1 11 4 37 2 43 2 5 1 8 6 12 5 23 +30 mins.4 8 5 17 5 29 1 35 2 5 0 7 5 5 10 20 +45 mins.1 13 4 18 3 29 2 34 1 1 1 3 2 10 2 14 Total Volume 13 40 12 65 15 121 6 142 6 15 4 25 23 37 23 83 % App. Total 20 61.5 18.5 10.6 85.2 4.2 24 60 16 27.7 44.6 27.7 PHF .650 .714 .600 .855 .750 .818 .750 .826 .750 .750 .500 .781 .575 .771 .575 .798 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-284 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 3 11 2 16 3 22 1 26 0 4 2 6 6 4 3 13 61 07:15 AM 5 4 1 10 3 34 2 39 0 3 0 3 1 5 5 11 63 07:30 AM 2 7 4 13 5 27 1 33 1 3 0 4 0 7 4 11 61 07:45 AM 1 12 3 16 3 27 2 32 1 1 1 3 8 9 6 23 74 Total 11 34 10 55 14 110 6 130 2 11 3 16 15 25 18 58 259 08:00 AM 1 7 3 11 4 21 0 25 0 1 2 3 6 12 4 22 61 08:15 AM 1 5 6 12 1 22 0 23 1 0 0 1 4 5 9 18 54 08:30 AM 1 6 3 10 3 8 5 16 1 6 0 7 1 9 2 12 45 08:45 AM 1 4 3 8 0 10 3 13 1 6 0 7 4 7 0 11 39 Total 4 22 15 41 8 61 8 77 3 13 2 18 15 33 15 63 199 Grand Total 15 56 25 96 22 171 14 207 5 24 5 34 30 58 33 121 458 Apprch %15.6 58.3 26 10.6 82.6 6.8 14.7 70.6 14.7 24.8 47.9 27.3 Total %3.3 12.2 5.5 21 4.8 37.3 3.1 45.2 1.1 5.2 1.1 7.4 6.6 12.7 7.2 26.4 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 3 11 2 16 3 22 1 26 0 4 2 6 6 4 3 13 61 07:15 AM 5 4 1 10 3 34 2 39 0 3 0 3 1 5 5 11 63 07:30 AM 2 7 4 13 5 27 1 33 1 3 0 4 0 7 4 11 61 07:45 AM 1 12 3 16 3 27 2 32 1 1 1 3 8 9 6 23 74 Total Volume 11 34 10 55 14 110 6 130 2 11 3 16 15 25 18 58 259 % App. Total 20 61.8 18.2 10.8 84.6 4.6 12.5 68.8 18.8 25.9 43.1 31 PHF .550 .708 .625 .859 .700 .809 .750 .833 .500 .688 .375 .667 .469 .694 .750 .630 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-285 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 10 Thru 34 Left 11 InOut Total 32 55 87 Right6 Thru110 Left14 OutTotalIn39 130 169 Left 2 Thru 11 Right 3 Out TotalIn 66 16 82 Left15 Thru25 Right18 TotalOutIn122 58 180 Peak Hour Begins at 07:00 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins.3 11 2 16 3 22 1 26 0 4 2 6 6 4 3 13 +15 mins.5 4 1 10 3 34 2 39 0 3 0 3 1 5 5 11 +30 mins.2 7 4 13 5 27 1 33 1 3 0 4 0 7 4 11 +45 mins.1 12 3 16 3 27 2 32 1 1 1 3 8 9 6 23 Total Volume 11 34 10 55 14 110 6 130 2 11 3 16 15 25 18 58 % App. Total 20 61.8 18.2 10.8 84.6 4.6 12.5 68.8 18.8 25.9 43.1 31 PHF .550 .708 .625 .859 .700 .809 .750 .833 .500 .688 .375 .667 .469 .694 .750 .630 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-286 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 3 0 3 0 0 0 0 1 0 0 1 4 07:15 AM 0 0 0 0 1 2 0 3 0 0 1 1 0 3 0 3 7 07:30 AM 2 1 1 4 0 0 0 0 0 0 0 0 0 2 0 2 6 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 2 1 1 4 1 6 0 7 0 0 1 1 1 5 0 6 18 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 1 1 0 2 0 1 0 1 0 0 0 0 0 1 0 1 4 08:45 AM 0 0 0 0 0 2 1 3 0 0 0 0 0 1 0 1 4 Total 1 1 0 2 0 3 1 4 0 0 0 0 0 2 0 2 8 Grand Total 3 2 1 6 1 9 1 11 0 0 1 1 1 7 0 8 26 Apprch %50 33.3 16.7 9.1 81.8 9.1 0 0 100 12.5 87.5 0 Total %11.5 7.7 3.8 23.1 3.8 34.6 3.8 42.3 0 0 3.8 3.8 3.8 26.9 0 30.8 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 1 0 0 1 4 07:15 AM 0 0 0 0 1 2 0 3 0 0 1 1 0 3 0 3 7 07:30 AM 2 1 1 4 0 0 0 0 0 0 0 0 0 2 0 2 6 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total Volume 2 1 1 4 1 6 0 7 0 0 1 1 1 5 0 6 18 % App. Total 50 25 25 14.3 85.7 0 0 0 100 16.7 83.3 0 PHF .250 .250 .250 .250 .250 .500 .000 .583 .000 .000 .250 .250 .250 .417 .000 .500 .643 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-287 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 1 Thru 1 Left 2 InOut Total 1 4 5 Right0 Thru6 Left1 OutTotalIn8 7 15 Left 0 Thru 0 Right 1 Out TotalIn 2 1 3 Left1 Thru5 Right0 TotalOutIn7 6 13 Peak Hour Begins at 07:00 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins.0 0 0 0 0 3 0 3 0 0 0 0 1 0 0 1 +15 mins.0 0 0 0 1 2 0 3 0 0 1 1 0 3 0 3 +30 mins.2 1 1 4 0 0 0 0 0 0 0 0 0 2 0 2 +45 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 Total Volume 2 1 1 4 1 6 0 7 0 0 1 1 1 5 0 6 % App. Total 50 25 25 14.3 85.7 0 0 0 100 16.7 83.3 0 PHF .250 .250 .250 .250 .250 .500 .000 .583 .000 .000 .250 .250 .250 .417 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-288 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 1 0 0 1 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 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 0 1 1 0 1 0 1 0 0 0 0 1 0 0 1 3 08:00 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 1 2 08:15 AM 1 1 0 2 0 3 0 3 0 0 0 0 0 0 0 0 5 08:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 1 0 0 1 2 08:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 1 2 0 3 4 Total 1 2 0 3 0 5 0 5 0 0 0 0 2 2 1 5 13 Grand Total 1 2 1 4 0 6 0 6 0 0 0 0 3 2 1 6 16 Apprch %25 50 25 0 100 0 0 0 0 50 33.3 16.7 Total %6.2 12.5 6.2 25 0 37.5 0 37.5 0 0 0 0 18.8 12.5 6.2 37.5 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 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 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 0 1 1 0 1 0 1 0 0 0 0 1 0 0 1 3 % App. Total 0 0 100 0 100 0 0 0 0 100 0 0 PHF .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-289 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 1 Thru 0 Left 0 InOut Total 1 1 2 Right0 Thru1 Left0 OutTotalIn0 1 1 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru0 Right0 TotalOutIn2 1 3 Peak Hour Begins at 07:00 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins.0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 +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 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 0 1 1 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 1 0 0 1 % App. Total 0 0 100 0 100 0 0 0 0 100 0 0 PHF .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-290 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 3 0 3 0 1 0 1 1 0 0 1 0 1 0 1 6 07:15 AM 0 1 0 1 0 0 0 0 2 2 0 4 0 0 0 0 5 07:30 AM 0 0 0 0 0 2 0 2 1 2 0 3 0 0 0 0 5 07:45 AM 0 1 0 1 0 1 0 1 0 0 0 0 2 1 0 3 5 Total 0 5 0 5 0 4 0 4 4 4 0 8 2 2 0 4 21 08:00 AM 0 1 0 1 0 3 0 3 0 0 0 0 0 0 0 0 4 08:15 AM 0 2 0 2 0 0 0 0 0 1 0 1 1 0 1 2 5 08:30 AM 1 2 0 3 0 1 0 1 1 0 0 1 0 0 0 0 5 08:45 AM 0 1 0 1 0 2 0 2 0 1 2 3 0 1 0 1 7 Total 1 6 0 7 0 6 0 6 1 2 2 5 1 1 1 3 21 Grand Total 1 11 0 12 0 10 0 10 5 6 2 13 3 3 1 7 42 Apprch %8.3 91.7 0 0 100 0 38.5 46.2 15.4 42.9 42.9 14.3 Total %2.4 26.2 0 28.6 0 23.8 0 23.8 11.9 14.3 4.8 31 7.1 7.1 2.4 16.7 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 3 0 3 0 1 0 1 1 0 0 1 0 1 0 1 6 07:15 AM 0 1 0 1 0 0 0 0 2 2 0 4 0 0 0 0 5 07:30 AM 0 0 0 0 0 2 0 2 1 2 0 3 0 0 0 0 5 07:45 AM 0 1 0 1 0 1 0 1 0 0 0 0 2 1 0 3 5 Total Volume 0 5 0 5 0 4 0 4 4 4 0 8 2 2 0 4 21 % App. Total 0 100 0 0 100 0 50 50 0 50 50 0 PHF .000 .417 .000 .417 .000 .500 .000 .500 .500 .500 .000 .500 .250 .500 .000 .333 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-291 File Name : 13_FON_Elm_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 0 Thru 5 Left 0 InOut Total 6 5 11 Right0 Thru4 Left0 OutTotalIn2 4 6 Left 4 Thru 4 Right 0 Out TotalIn 5 8 13 Left2 Thru2 Right0 TotalOutIn8 4 12 Peak Hour Begins at 07:00 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins.0 3 0 3 0 1 0 1 1 0 0 1 0 1 0 1 +15 mins.0 1 0 1 0 0 0 0 2 2 0 4 0 0 0 0 +30 mins.0 0 0 0 0 2 0 2 1 2 0 3 0 0 0 0 +45 mins.0 1 0 1 0 1 0 1 0 0 0 0 2 1 0 3 Total Volume 0 5 0 5 0 4 0 4 4 4 0 8 2 2 0 4 % App. Total 0 100 0 0 100 0 50 50 0 50 50 0 PHF .000 .417 .000 .417 .000 .500 .000 .500 .500 .500 .000 .500 .250 .500 .000 .333 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-292 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 4 5 3 12 1 14 2 17 1 1 3 5 4 38 1 43 77 04:15 PM 2 3 0 5 3 18 1 22 5 5 7 17 1 31 1 33 77 04:30 PM 7 5 5 17 1 13 0 14 2 1 7 10 3 23 0 26 67 04:45 PM 2 5 1 8 1 21 3 25 5 5 7 17 5 29 3 37 87 Total 15 18 9 42 6 66 6 78 13 12 24 49 13 121 5 139 308 05:00 PM 3 1 1 5 1 23 2 26 6 4 6 16 3 30 1 34 81 05:15 PM 1 3 4 8 0 11 1 12 4 1 2 7 1 22 1 24 51 05:30 PM 4 6 1 11 0 17 1 18 5 4 2 11 2 15 1 18 58 05:45 PM 3 2 0 5 3 15 2 20 1 5 3 9 2 5 1 8 42 Total 11 12 6 29 4 66 6 76 16 14 13 43 8 72 4 84 232 Grand Total 26 30 15 71 10 132 12 154 29 26 37 92 21 193 9 223 540 Apprch %36.6 42.3 21.1 6.5 85.7 7.8 31.5 28.3 40.2 9.4 86.5 4 Total %4.8 5.6 2.8 13.1 1.9 24.4 2.2 28.5 5.4 4.8 6.9 17 3.9 35.7 1.7 41.3 Passenger Vehicles 21 22 11 54 9 120 7 136 27 22 36 85 13 173 9 195 470 % Passenger Vehicles 80.8 73.3 73.3 76.1 90 90.9 58.3 88.3 93.1 84.6 97.3 92.4 61.9 89.6 100 87.4 87 Large 2 Axle Vehicles 1 5 1 7 0 6 3 9 2 4 0 6 3 8 0 11 33 % Large 2 Axle Vehicles 3.8 16.7 6.7 9.9 0 4.5 25 5.8 6.9 15.4 0 6.5 14.3 4.1 0 4.9 6.1 3 Axle Vehicles 2 1 0 3 0 3 1 4 0 0 0 0 0 3 0 3 10 % 3 Axle Vehicles 7.7 3.3 0 4.2 0 2.3 8.3 2.6 0 0 0 0 0 1.6 0 1.3 1.9 4+ Axle Trucks 2 2 3 7 1 3 1 5 0 0 1 1 5 9 0 14 27 % 4+ Axle Trucks 7.7 6.7 20 9.9 10 2.3 8.3 3.2 0 0 2.7 1.1 23.8 4.7 0 6.3 5 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 04:15 PM 04:15 PM 2 3 0 5 3 18 1 22 5 5 7 17 1 31 1 33 77 04:30 PM 7 5 5 17 1 13 0 14 2 1 7 10 3 23 0 26 67 04:45 PM 2 5 1 8 1 21 3 25 5 5 7 17 5 29 3 37 87 05:00 PM 3 1 1 5 1 23 2 26 6 4 6 16 3 30 1 34 81 Total Volume 14 14 7 35 6 75 6 87 18 15 27 60 12 113 5 130 312 % App. Total 40 40 20 6.9 86.2 6.9 30 25 45 9.2 86.9 3.8 PHF .500 .700 .350 .515 .500 .815 .500 .837 .750 .750 .964 .882 .600 .911 .417 .878 .897 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-293 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 7 Thru 14 Left 14 InOut Total 33 35 68 Right6 Thru75 Left6 OutTotalIn154 87 241 Left 18 Thru 15 Right 27 Out TotalIn 25 60 85 Left12 Thru113 Right5 TotalOutIn100 130 230 Peak Hour Begins at 04:15 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 04:15 PM 04:00 PM +0 mins.4 5 3 12 3 18 1 22 5 5 7 17 4 38 1 43 +15 mins.2 3 0 5 1 13 0 14 2 1 7 10 1 31 1 33 +30 mins.7 5 5 17 1 21 3 25 5 5 7 17 3 23 0 26 +45 mins.2 5 1 8 1 23 2 26 6 4 6 16 5 29 3 37 Total Volume 15 18 9 42 6 75 6 87 18 15 27 60 13 121 5 139 % App. Total 35.7 42.9 21.4 6.9 86.2 6.9 30 25 45 9.4 87.1 3.6 PHF .536 .900 .450 .618 .500 .815 .500 .837 .750 .750 .964 .882 .650 .796 .417 .808 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-294 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 2 4 3 9 1 13 1 15 1 1 3 5 4 30 1 35 64 04:15 PM 2 2 0 4 2 12 0 14 5 5 7 17 0 29 1 30 65 04:30 PM 6 5 4 15 1 13 0 14 2 1 6 9 2 21 0 23 61 04:45 PM 1 1 0 2 1 20 2 23 4 4 7 15 4 27 3 34 74 Total 11 12 7 30 5 58 3 66 12 11 23 46 10 107 5 122 264 05:00 PM 3 1 0 4 1 21 1 23 5 2 6 13 1 28 1 30 70 05:15 PM 1 3 3 7 0 10 1 11 4 1 2 7 0 21 1 22 47 05:30 PM 3 5 1 9 0 16 0 16 5 4 2 11 2 13 1 16 52 05:45 PM 3 1 0 4 3 15 2 20 1 4 3 8 0 4 1 5 37 Total 10 10 4 24 4 62 4 70 15 11 13 39 3 66 4 73 206 Grand Total 21 22 11 54 9 120 7 136 27 22 36 85 13 173 9 195 470 Apprch %38.9 40.7 20.4 6.6 88.2 5.1 31.8 25.9 42.4 6.7 88.7 4.6 Total %4.5 4.7 2.3 11.5 1.9 25.5 1.5 28.9 5.7 4.7 7.7 18.1 2.8 36.8 1.9 41.5 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 2 2 0 4 2 12 0 14 5 5 7 17 0 29 1 30 65 04:30 PM 6 5 4 15 1 13 0 14 2 1 6 9 2 21 0 23 61 04:45 PM 1 1 0 2 1 20 2 23 4 4 7 15 4 27 3 34 74 05:00 PM 3 1 0 4 1 21 1 23 5 2 6 13 1 28 1 30 70 Total Volume 12 9 4 25 5 66 3 74 16 12 26 54 7 105 5 117 270 % App. Total 48 36 16 6.8 89.2 4.1 29.6 22.2 48.1 6 89.7 4.3 PHF .500 .450 .250 .417 .625 .786 .375 .804 .800 .600 .929 .794 .438 .905 .417 .860 .912 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-295 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 4 Thru 9 Left 12 InOut Total 22 25 47 Right3 Thru66 Left5 OutTotalIn143 74 217 Left 16 Thru 12 Right 26 Out TotalIn 19 54 73 Left7 Thru105 Right5 TotalOutIn86 117 203 Peak Hour Begins at 04:15 PM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.2 2 0 4 2 12 0 14 5 5 7 17 0 29 1 30 +15 mins.6 5 4 15 1 13 0 14 2 1 6 9 2 21 0 23 +30 mins.1 1 0 2 1 20 2 23 4 4 7 15 4 27 3 34 +45 mins.3 1 0 4 1 21 1 23 5 2 6 13 1 28 1 30 Total Volume 12 9 4 25 5 66 3 74 16 12 26 54 7 105 5 117 % App. Total 48 36 16 6.8 89.2 4.1 29.6 22.2 48.1 6 89.7 4.3 PHF .500 .450 .250 .417 .625 .786 .375 .804 .800 .600 .929 .794 .438 .905 .417 .860 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-296 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 1 0 2 0 1 0 1 0 0 0 0 0 3 0 3 6 04:15 PM 0 1 0 1 0 2 1 3 0 0 0 0 0 2 0 2 6 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 04:45 PM 0 2 0 2 0 1 0 1 1 1 0 2 0 1 0 1 6 Total 1 4 0 5 0 4 1 5 1 1 0 2 0 7 0 7 19 05:00 PM 0 0 0 0 0 1 1 2 1 2 0 3 2 0 0 2 7 05:15 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 0 0 0 2 05:30 PM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 05:45 PM 0 1 0 1 0 0 0 0 0 1 0 1 1 1 0 2 4 Total 0 1 1 2 0 2 2 4 1 3 0 4 3 1 0 4 14 Grand Total 1 5 1 7 0 6 3 9 2 4 0 6 3 8 0 11 33 Apprch %14.3 71.4 14.3 0 66.7 33.3 33.3 66.7 0 27.3 72.7 0 Total %3 15.2 3 21.2 0 18.2 9.1 27.3 6.1 12.1 0 18.2 9.1 24.2 0 33.3 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 1 0 1 0 2 1 3 0 0 0 0 0 2 0 2 6 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 04:45 PM 0 2 0 2 0 1 0 1 1 1 0 2 0 1 0 1 6 05:00 PM 0 0 0 0 0 1 1 2 1 2 0 3 2 0 0 2 7 Total Volume 0 3 0 3 0 4 2 6 2 3 0 5 2 4 0 6 20 % App. Total 0 100 0 0 66.7 33.3 40 60 0 33.3 66.7 0 PHF .000 .375 .000 .375 .000 .500 .500 .500 .500 .375 .000 .417 .250 .500 .000 .750 .714 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-297 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 0 Thru 3 Left 0 InOut Total 7 3 10 Right2 Thru4 Left0 OutTotalIn4 6 10 Left 2 Thru 3 Right 0 Out TotalIn 3 5 8 Left2 Thru4 Right0 TotalOutIn6 6 12 Peak Hour Begins at 04:15 PM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 1 0 1 0 2 1 3 0 0 0 0 0 2 0 2 +15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 +30 mins.0 2 0 2 0 1 0 1 1 1 0 2 0 1 0 1 +45 mins.0 0 0 0 0 1 1 2 1 2 0 3 2 0 0 2 Total Volume 0 3 0 3 0 4 2 6 2 3 0 5 2 4 0 6 % App. Total 0 100 0 0 66.7 33.3 40 60 0 33.3 66.7 0 PHF .000 .375 .000 .375 .000 .500 .500 .500 .500 .375 .000 .417 .250 .500 .000 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-298 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 0 1 1 0 0 0 0 0 3 0 3 5 04:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 04:30 PM 1 0 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 2 1 0 3 0 2 1 3 0 0 0 0 0 3 0 3 9 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 1 0 1 0 0 0 0 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 1 0 1 0 0 0 0 0 0 0 0 1 Grand Total 2 1 0 3 0 3 1 4 0 0 0 0 0 3 0 3 10 Apprch %66.7 33.3 0 0 75 25 0 0 0 0 100 0 Total %20 10 0 30 0 30 10 40 0 0 0 0 0 30 0 30 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 04:30 PM 1 0 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 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 1 0 2 0 2 0 2 0 0 0 0 0 0 0 0 4 % App. Total 50 50 0 0 100 0 0 0 0 0 0 0 PHF .250 .250 .000 .500 .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 3.1-299 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 0 Thru 1 Left 1 InOut Total 0 2 2 Right0 Thru2 Left0 OutTotalIn1 2 3 Left 0 Thru 0 Right 0 Out TotalIn 1 0 1 Left0 Thru0 Right0 TotalOutIn2 0 2 Peak Hour Begins at 04:15 PM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 +15 mins.1 0 0 1 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 1 1 0 2 0 2 0 2 0 0 0 0 0 0 0 0 % App. Total 50 50 0 0 100 0 0 0 0 0 0 0 PHF .250 .250 .000 .500 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-300 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 2 0 2 2 04:15 PM 0 0 0 0 1 2 0 3 0 0 0 0 1 0 0 1 4 04:30 PM 0 0 1 1 0 0 0 0 0 0 1 1 1 1 0 2 4 04:45 PM 1 1 1 3 0 0 1 1 0 0 0 0 1 1 0 2 6 Total 1 1 2 4 1 2 1 4 0 0 1 1 3 4 0 7 16 05:00 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 4 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 2 05:30 PM 1 1 0 2 0 0 0 0 0 0 0 0 0 2 0 2 4 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Total 1 1 1 3 0 1 0 1 0 0 0 0 2 5 0 7 11 Grand Total 2 2 3 7 1 3 1 5 0 0 1 1 5 9 0 14 27 Apprch %28.6 28.6 42.9 20 60 20 0 0 100 35.7 64.3 0 Total %7.4 7.4 11.1 25.9 3.7 11.1 3.7 18.5 0 0 3.7 3.7 18.5 33.3 0 51.9 Elm Avenue Southbound Santa Ana Avenue Westbound Elm Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 0 0 0 1 2 0 3 0 0 0 0 1 0 0 1 4 04:30 PM 0 0 1 1 0 0 0 0 0 0 1 1 1 1 0 2 4 04:45 PM 1 1 1 3 0 0 1 1 0 0 0 0 1 1 0 2 6 05:00 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 4 Total Volume 1 1 3 5 1 3 1 5 0 0 1 1 3 4 0 7 18 % App. Total 20 20 60 20 60 20 0 0 100 42.9 57.1 0 PHF .250 .250 .750 .417 .250 .375 .250 .417 .000 .000 .250 .250 .750 .500 .000 .875 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-301 File Name : 13_FON_Elm_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Elm Avenue E/W: Santa Ana Avenue Weather: Clear Elm Avenue Santa Ana Avenue Santa Ana Avenue Elm Avenue Right 3 Thru 1 Left 1 InOut Total 4 5 9 Right1 Thru3 Left1 OutTotalIn6 5 11 Left 0 Thru 0 Right 1 Out TotalIn 2 1 3 Left3 Thru4 Right0 TotalOutIn6 7 13 Peak Hour Begins at 04:15 PM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 0 0 0 1 2 0 3 0 0 0 0 1 0 0 1 +15 mins.0 0 1 1 0 0 0 0 0 0 1 1 1 1 0 2 +30 mins.1 1 1 3 0 0 1 1 0 0 0 0 1 1 0 2 +45 mins.0 0 1 1 0 1 0 1 0 0 0 0 0 2 0 2 Total Volume 1 1 3 5 1 3 1 5 0 0 1 1 3 4 0 7 % App. Total 20 20 60 20 60 20 0 0 100 42.9 57.1 0 PHF .250 .250 .750 .417 .250 .375 .250 .417 .000 .000 .250 .250 .750 .500 .000 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-302 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Elm Avenue Santa Ana Avenue Elm Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 North Leg East Leg South Leg West Leg Elm Avenue Santa Ana Avenue Elm Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00202 00000 00000 00000 00000 00000 00000 00000 00202 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 Elm Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-303 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Santa Ana Avenue TOTAL VOLUMES: Elm Avenue Santa Ana Avenue Elm Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Elm Avenue Santa Ana Avenue Elm 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 Santa Ana Avenue Elm Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-304 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 3 14 2 19 8 27 2 37 0 15 8 23 1 5 4 10 89 07:15 AM 3 16 1 20 14 20 2 36 4 18 9 31 1 4 15 20 107 07:30 AM 1 17 1 19 13 22 1 36 4 18 16 38 2 6 4 12 105 07:45 AM 1 17 1 19 13 38 2 53 3 18 9 30 1 15 8 24 126 Total 8 64 5 77 48 107 7 162 11 69 42 122 5 30 31 66 427 08:00 AM 0 18 3 21 10 15 0 25 7 18 13 38 1 14 5 20 104 08:15 AM 4 10 0 14 11 28 2 41 5 15 10 30 0 5 7 12 97 08:30 AM 2 18 1 21 13 14 1 28 10 15 7 32 1 8 5 14 95 08:45 AM 2 15 1 18 13 20 1 34 8 11 6 25 0 9 6 15 92 Total 8 61 5 74 47 77 4 128 30 59 36 125 2 36 23 61 388 Grand Total 16 125 10 151 95 184 11 290 41 128 78 247 7 66 54 127 815 Apprch %10.6 82.8 6.6 32.8 63.4 3.8 16.6 51.8 31.6 5.5 52 42.5 Total %2 15.3 1.2 18.5 11.7 22.6 1.3 35.6 5 15.7 9.6 30.3 0.9 8.1 6.6 15.6 Passenger Vehicles 7 99 9 115 80 170 9 259 33 114 69 216 5 53 46 104 694 % Passenger Vehicles 43.8 79.2 90 76.2 84.2 92.4 81.8 89.3 80.5 89.1 88.5 87.4 71.4 80.3 85.2 81.9 85.2 Large 2 Axle Vehicles 3 9 0 12 3 6 0 9 6 4 2 12 0 7 6 13 46 % Large 2 Axle Vehicles 18.8 7.2 0 7.9 3.2 3.3 0 3.1 14.6 3.1 2.6 4.9 0 10.6 11.1 10.2 5.6 3 Axle Vehicles 2 3 1 6 2 3 1 6 0 3 0 3 0 0 0 0 15 % 3 Axle Vehicles 12.5 2.4 10 4 2.1 1.6 9.1 2.1 0 2.3 0 1.2 0 0 0 0 1.8 4+ Axle Trucks 4 14 0 18 10 5 1 16 2 7 7 16 2 6 2 10 60 % 4+ Axle Trucks 25 11.2 0 11.9 10.5 2.7 9.1 5.5 4.9 5.5 9 6.5 28.6 9.1 3.7 7.9 7.4 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 07:15 AM 07:15 AM 3 16 1 20 14 20 2 36 4 18 9 31 1 4 15 20 107 07:30 AM 1 17 1 19 13 22 1 36 4 18 16 38 2 6 4 12 105 07:45 AM 1 17 1 19 13 38 2 53 3 18 9 30 1 15 8 24 126 08:00 AM 0 18 3 21 10 15 0 25 7 18 13 38 1 14 5 20 104 Total Volume 5 68 6 79 50 95 5 150 18 72 47 137 5 39 32 76 442 % App. Total 6.3 86.1 7.6 33.3 63.3 3.3 13.1 52.6 34.3 6.6 51.3 42.1 PHF .417 .944 .500 .940 .893 .625 .625 .708 .643 1.00 .734 .901 .625 .650 .533 .792 .877 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-305 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 6 Thru 68 Left 5 InOut Total 82 79 161 Right5 Thru95 Left50 OutTotalIn91 150 241 Left 18 Thru 72 Right 47 Out TotalIn 150 137 287 Left5 Thru39 Right32 TotalOutIn119 76 195 Peak Hour Begins at 07:15 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 07:15 AM +0 mins.3 16 1 20 8 27 2 37 4 18 9 31 1 4 15 20 +15 mins.1 17 1 19 14 20 2 36 4 18 16 38 2 6 4 12 +30 mins.1 17 1 19 13 22 1 36 3 18 9 30 1 15 8 24 +45 mins.0 18 3 21 13 38 2 53 7 18 13 38 1 14 5 20 Total Volume 5 68 6 79 48 107 7 162 18 72 47 137 5 39 32 76 % App. Total 6.3 86.1 7.6 29.6 66 4.3 13.1 52.6 34.3 6.6 51.3 42.1 PHF .417 .944 .500 .940 .857 .704 .875 .764 .643 1.000 .734 .901 .625 .650 .533 .792 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-306 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 1 11 1 13 8 26 1 35 0 15 8 23 0 3 3 6 77 07:15 AM 1 15 1 17 11 18 2 31 3 17 9 29 1 4 13 18 95 07:30 AM 1 13 1 15 11 20 1 32 3 17 15 35 2 6 4 12 94 07:45 AM 1 12 1 14 12 35 2 49 3 18 7 28 1 10 8 19 110 Total 4 51 4 59 42 99 6 147 9 67 39 115 4 23 28 55 376 08:00 AM 0 13 3 16 8 15 0 23 5 15 12 32 1 11 2 14 85 08:15 AM 1 10 0 11 10 25 1 36 3 13 8 24 0 5 5 10 81 08:30 AM 1 15 1 17 11 13 1 25 10 10 6 26 0 7 5 12 80 08:45 AM 1 10 1 12 9 18 1 28 6 9 4 19 0 7 6 13 72 Total 3 48 5 56 38 71 3 112 24 47 30 101 1 30 18 49 318 Grand Total 7 99 9 115 80 170 9 259 33 114 69 216 5 53 46 104 694 Apprch %6.1 86.1 7.8 30.9 65.6 3.5 15.3 52.8 31.9 4.8 51 44.2 Total %1 14.3 1.3 16.6 11.5 24.5 1.3 37.3 4.8 16.4 9.9 31.1 0.7 7.6 6.6 15 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 15 1 17 11 18 2 31 3 17 9 29 1 4 13 18 95 07:30 AM 1 13 1 15 11 20 1 32 3 17 15 35 2 6 4 12 94 07:45 AM 1 12 1 14 12 35 2 49 3 18 7 28 1 10 8 19 110 08:00 AM 0 13 3 16 8 15 0 23 5 15 12 32 1 11 2 14 85 Total Volume 3 53 6 62 42 88 5 135 14 67 43 124 5 31 27 63 384 % App. Total 4.8 85.5 9.7 31.1 65.2 3.7 11.3 54 34.7 7.9 49.2 42.9 PHF .750 .883 .500 .912 .875 .629 .625 .689 .700 .931 .717 .886 .625 .705 .519 .829 .873 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-307 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 6 Thru 53 Left 3 InOut Total 77 62 139 Right5 Thru88 Left42 OutTotalIn77 135 212 Left 14 Thru 67 Right 43 Out TotalIn 122 124 246 Left5 Thru31 Right27 TotalOutIn108 63 171 Peak Hour Begins at 07:15 AM Passenger Vehicles Peak Hour Data North Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.1 15 1 17 11 18 2 31 3 17 9 29 1 4 13 18 +15 mins.1 13 1 15 11 20 1 32 3 17 15 35 2 6 4 12 +30 mins.1 12 1 14 12 35 2 49 3 18 7 28 1 10 8 19 +45 mins.0 13 3 16 8 15 0 23 5 15 12 32 1 11 2 14 Total Volume 3 53 6 62 42 88 5 135 14 67 43 124 5 31 27 63 % App. Total 4.8 85.5 9.7 31.1 65.2 3.7 11.3 54 34.7 7.9 49.2 42.9 PHF .750 .883 .500 .912 .875 .629 .625 .689 .700 .931 .717 .886 .625 .705 .519 .829 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-308 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 2 0 4 0 0 0 0 0 0 0 0 0 2 1 3 7 07:15 AM 0 1 0 1 1 1 0 2 1 1 0 2 0 0 2 2 7 07:30 AM 0 1 0 1 1 2 0 3 1 1 1 3 0 0 0 0 7 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 3 0 3 4 Total 2 4 0 6 2 4 0 6 2 2 1 5 0 5 3 8 25 08:00 AM 0 1 0 1 0 0 0 0 2 0 0 2 0 1 1 2 5 08:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 2 3 08:30 AM 1 1 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4 08:45 AM 0 3 0 3 1 1 0 2 2 0 1 3 0 1 0 1 9 Total 1 5 0 6 1 2 0 3 4 2 1 7 0 2 3 5 21 Grand Total 3 9 0 12 3 6 0 9 6 4 2 12 0 7 6 13 46 Apprch %25 75 0 33.3 66.7 0 50 33.3 16.7 0 53.8 46.2 Total %6.5 19.6 0 26.1 6.5 13 0 19.6 13 8.7 4.3 26.1 0 15.2 13 28.3 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 1 0 1 1 1 0 2 1 1 0 2 0 0 2 2 7 07:30 AM 0 1 0 1 1 2 0 3 1 1 1 3 0 0 0 0 7 07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 3 0 3 4 08:00 AM 0 1 0 1 0 0 0 0 2 0 0 2 0 1 1 2 5 Total Volume 0 3 0 3 2 4 0 6 4 2 1 7 0 4 3 7 23 % App. Total 0 100 0 33.3 66.7 0 57.1 28.6 14.3 0 57.1 42.9 PHF .000 .750 .000 .750 .500 .500 .000 .500 .500 .500 .250 .583 .000 .333 .375 .583 .821 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-309 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 0 Thru 3 Left 0 InOut Total 2 3 5 Right0 Thru4 Left2 OutTotalIn5 6 11 Left 4 Thru 2 Right 1 Out TotalIn 8 7 15 Left0 Thru4 Right3 TotalOutIn8 7 15 Peak Hour Begins at 07:15 AM Large 2 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.0 1 0 1 1 1 0 2 1 1 0 2 0 0 2 2 +15 mins.0 1 0 1 1 2 0 3 1 1 1 3 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 3 0 3 +45 mins.0 1 0 1 0 0 0 0 2 0 0 2 0 1 1 2 Total Volume 0 3 0 3 2 4 0 6 4 2 1 7 0 4 3 7 % App. Total 0 100 0 33.3 66.7 0 57.1 28.6 14.3 0 57.1 42.9 PHF .000 .750 .000 .750 .500 .500 .000 .500 .500 .500 .250 .583 .000 .333 .375 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-310 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 1 1 0 1 1 2 0 0 0 0 0 0 0 0 3 07:15 AM 1 0 0 1 1 0 0 1 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 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 1 1 1 3 1 1 1 3 0 0 0 0 0 0 0 0 6 08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 08:15 AM 1 0 0 1 0 1 0 1 0 1 0 1 0 0 0 0 3 08:30 AM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2 08:45 AM 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 2 Total 1 2 0 3 1 2 0 3 0 3 0 3 0 0 0 0 9 Grand Total 2 3 1 6 2 3 1 6 0 3 0 3 0 0 0 0 15 Apprch %33.3 50 16.7 33.3 50 16.7 0 100 0 0 0 0 Total %13.3 20 6.7 40 13.3 20 6.7 40 0 20 0 20 0 0 0 0 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 0 0 1 1 0 0 1 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 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 Total Volume 1 2 0 3 1 0 0 1 0 1 0 1 0 0 0 0 5 % App. Total 33.3 66.7 0 100 0 0 0 100 0 0 0 0 PHF .250 .500 .000 .750 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-311 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 0 Thru 2 Left 1 InOut Total 1 3 4 Right0 Thru0 Left1 OutTotalIn1 1 2 Left 0 Thru 1 Right 0 Out TotalIn 3 1 4 Left0 Thru0 Right0 TotalOutIn0 0 0 Peak Hour Begins at 07:15 AM 3 Axle Vehicles Peak Hour Data North Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.1 0 0 1 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 1 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 1 0 1 0 0 0 0 Total Volume 1 2 0 3 1 0 0 1 0 1 0 1 0 0 0 0 % App. Total 33.3 66.7 0 100 0 0 0 100 0 0 0 0 PHF .250 .500 .000 .750 .250 .000 .000 .250 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-312 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 0 0 0 0 0 0 0 1 0 0 1 2 07:15 AM 1 0 0 1 1 1 0 2 0 0 0 0 0 0 0 0 3 07:30 AM 0 3 0 3 1 0 0 1 0 0 0 0 0 0 0 0 4 07:45 AM 0 4 0 4 1 2 0 3 0 0 2 2 0 2 0 2 11 Total 1 8 0 9 3 3 0 6 0 0 2 2 1 2 0 3 20 08:00 AM 0 3 0 3 2 0 0 2 0 2 1 3 0 2 2 4 12 08:15 AM 2 0 0 2 1 1 1 3 2 1 2 5 0 0 0 0 10 08:30 AM 0 2 0 2 1 1 0 2 0 2 1 3 1 1 0 2 9 08:45 AM 1 1 0 2 3 0 0 3 0 2 1 3 0 1 0 1 9 Total 3 6 0 9 7 2 1 10 2 7 5 14 1 4 2 7 40 Grand Total 4 14 0 18 10 5 1 16 2 7 7 16 2 6 2 10 60 Apprch %22.2 77.8 0 62.5 31.2 6.2 12.5 43.8 43.8 20 60 20 Total %6.7 23.3 0 30 16.7 8.3 1.7 26.7 3.3 11.7 11.7 26.7 3.3 10 3.3 16.7 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 0 0 1 1 1 0 2 0 0 0 0 0 0 0 0 3 07:30 AM 0 3 0 3 1 0 0 1 0 0 0 0 0 0 0 0 4 07:45 AM 0 4 0 4 1 2 0 3 0 0 2 2 0 2 0 2 11 08:00 AM 0 3 0 3 2 0 0 2 0 2 1 3 0 2 2 4 12 Total Volume 1 10 0 11 5 3 0 8 0 2 3 5 0 4 2 6 30 % App. Total 9.1 90.9 0 62.5 37.5 0 0 40 60 0 66.7 33.3 PHF .250 .625 .000 .688 .625 .375 .000 .667 .000 .250 .375 .417 .000 .500 .250 .375 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-313 File Name : 14_FON_Pop_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 0 Thru 10 Left 1 InOut Total 2 11 13 Right0 Thru3 Left5 OutTotalIn8 8 16 Left 0 Thru 2 Right 3 Out TotalIn 17 5 22 Left0 Thru4 Right2 TotalOutIn3 6 9 Peak Hour Begins at 07:15 AM 4+ Axle Trucks Peak Hour Data North Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.1 0 0 1 1 1 0 2 0 0 0 0 0 0 0 0 +15 mins.0 3 0 3 1 0 0 1 0 0 0 0 0 0 0 0 +30 mins.0 4 0 4 1 2 0 3 0 0 2 2 0 2 0 2 +45 mins.0 3 0 3 2 0 0 2 0 2 1 3 0 2 2 4 Total Volume 1 10 0 11 5 3 0 8 0 2 3 5 0 4 2 6 % App. Total 9.1 90.9 0 62.5 37.5 0 0 40 60 0 66.7 33.3 PHF .250 .625 .000 .688 .625 .375 .000 .667 .000 .250 .375 .417 .000 .500 .250 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-314 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 4 25 1 30 13 23 0 36 4 15 19 38 2 52 3 57 161 04:15 PM 3 18 2 23 20 17 2 39 5 14 12 31 2 35 4 41 134 04:30 PM 1 24 1 26 14 11 2 27 5 13 10 28 0 31 3 34 115 04:45 PM 3 15 2 20 9 25 2 36 3 13 10 26 2 19 4 25 107 Total 11 82 6 99 56 76 6 138 17 55 51 123 6 137 14 157 517 05:00 PM 3 25 1 29 11 13 4 28 2 16 10 28 1 37 5 43 128 05:15 PM 4 15 2 21 11 16 0 27 2 14 10 26 0 16 3 19 93 05:30 PM 1 29 0 30 13 15 0 28 2 11 5 18 2 27 2 31 107 05:45 PM 3 21 0 24 6 6 0 12 3 24 5 32 1 6 3 10 78 Total 11 90 3 104 41 50 4 95 9 65 30 104 4 86 13 103 406 Grand Total 22 172 9 203 97 126 10 233 26 120 81 227 10 223 27 260 923 Apprch %10.8 84.7 4.4 41.6 54.1 4.3 11.5 52.9 35.7 3.8 85.8 10.4 Total %2.4 18.6 1 22 10.5 13.7 1.1 25.2 2.8 13 8.8 24.6 1.1 24.2 2.9 28.2 Passenger Vehicles 19 160 6 185 91 117 8 216 23 97 70 190 10 209 21 240 831 % Passenger Vehicles 86.4 93 66.7 91.1 93.8 92.9 80 92.7 88.5 80.8 86.4 83.7 100 93.7 77.8 92.3 90 Large 2 Axle Vehicles 0 3 0 3 2 5 1 8 2 7 4 13 0 6 3 9 33 % Large 2 Axle Vehicles 0 1.7 0 1.5 2.1 4 10 3.4 7.7 5.8 4.9 5.7 0 2.7 11.1 3.5 3.6 3 Axle Vehicles 0 4 2 6 1 2 1 4 0 5 1 6 0 0 1 1 17 % 3 Axle Vehicles 0 2.3 22.2 3 1 1.6 10 1.7 0 4.2 1.2 2.6 0 0 3.7 0.4 1.8 4+ Axle Trucks 3 5 1 9 3 2 0 5 1 11 6 18 0 8 2 10 42 % 4+ Axle Trucks 13.6 2.9 11.1 4.4 3.1 1.6 0 2.1 3.8 9.2 7.4 7.9 0 3.6 7.4 3.8 4.6 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 4 25 1 30 13 23 0 36 4 15 19 38 2 52 3 57 161 04:15 PM 3 18 2 23 20 17 2 39 5 14 12 31 2 35 4 41 134 04:30 PM 1 24 1 26 14 11 2 27 5 13 10 28 0 31 3 34 115 04:45 PM 3 15 2 20 9 25 2 36 3 13 10 26 2 19 4 25 107 Total Volume 11 82 6 99 56 76 6 138 17 55 51 123 6 137 14 157 517 % App. Total 11.1 82.8 6.1 40.6 55.1 4.3 13.8 44.7 41.5 3.8 87.3 8.9 PHF .688 .820 .750 .825 .700 .760 .750 .885 .850 .917 .671 .809 .750 .659 .875 .689 .803 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-315 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 6 Thru 82 Left 11 InOut Total 67 99 166 Right6 Thru76 Left56 OutTotalIn199 138 337 Left 17 Thru 55 Right 51 Out TotalIn 152 123 275 Left6 Thru137 Right14 TotalOutIn99 157 256 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: 05:00 PM 04:00 PM 04:00 PM 04:00 PM +0 mins.3 25 1 29 13 23 0 36 4 15 19 38 2 52 3 57 +15 mins.4 15 2 21 20 17 2 39 5 14 12 31 2 35 4 41 +30 mins.1 29 0 30 14 11 2 27 5 13 10 28 0 31 3 34 +45 mins.3 21 0 24 9 25 2 36 3 13 10 26 2 19 4 25 Total Volume 11 90 3 104 56 76 6 138 17 55 51 123 6 137 14 157 % App. Total 10.6 86.5 2.9 40.6 55.1 4.3 13.8 44.7 41.5 3.8 87.3 8.9 PHF .688 .776 .375 .867 .700 .760 .750 .885 .850 .917 .671 .809 .750 .659 .875 .689 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-316 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 2 24 1 27 12 21 0 33 4 7 17 28 2 48 2 52 140 04:15 PM 3 14 1 18 16 17 1 34 4 13 12 29 2 29 2 33 114 04:30 PM 1 21 1 23 14 11 1 26 4 10 7 21 0 30 2 32 102 04:45 PM 2 14 2 18 8 24 2 34 2 11 9 22 2 18 4 24 98 Total 8 73 5 86 50 73 4 127 14 41 45 100 6 125 10 141 454 05:00 PM 3 24 0 27 11 11 4 26 2 16 10 28 1 36 5 42 123 05:15 PM 4 15 1 20 11 15 0 26 2 13 8 23 0 16 2 18 87 05:30 PM 1 27 0 28 13 14 0 27 2 9 3 14 2 26 2 30 99 05:45 PM 3 21 0 24 6 4 0 10 3 18 4 25 1 6 2 9 68 Total 11 87 1 99 41 44 4 89 9 56 25 90 4 84 11 99 377 Grand Total 19 160 6 185 91 117 8 216 23 97 70 190 10 209 21 240 831 Apprch %10.3 86.5 3.2 42.1 54.2 3.7 12.1 51.1 36.8 4.2 87.1 8.8 Total %2.3 19.3 0.7 22.3 11 14.1 1 26 2.8 11.7 8.4 22.9 1.2 25.2 2.5 28.9 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 2 24 1 27 12 21 0 33 4 7 17 28 2 48 2 52 140 04:15 PM 3 14 1 18 16 17 1 34 4 13 12 29 2 29 2 33 114 04:30 PM 1 21 1 23 14 11 1 26 4 10 7 21 0 30 2 32 102 04:45 PM 2 14 2 18 8 24 2 34 2 11 9 22 2 18 4 24 98 Total Volume 8 73 5 86 50 73 4 127 14 41 45 100 6 125 10 141 454 % App. Total 9.3 84.9 5.8 39.4 57.5 3.1 14 41 45 4.3 88.7 7.1 PHF .667 .760 .625 .796 .781 .760 .500 .934 .875 .788 .662 .862 .750 .651 .625 .678 .811 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-317 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 5 Thru 73 Left 8 InOut Total 51 86 137 Right4 Thru73 Left50 OutTotalIn178 127 305 Left 14 Thru 41 Right 45 Out TotalIn 133 100 233 Left6 Thru125 Right10 TotalOutIn92 141 233 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.2 24 1 27 12 21 0 33 4 7 17 28 2 48 2 52 +15 mins.3 14 1 18 16 17 1 34 4 13 12 29 2 29 2 33 +30 mins.1 21 1 23 14 11 1 26 4 10 7 21 0 30 2 32 +45 mins.2 14 2 18 8 24 2 34 2 11 9 22 2 18 4 24 Total Volume 8 73 5 86 50 73 4 127 14 41 45 100 6 125 10 141 % App. Total 9.3 84.9 5.8 39.4 57.5 3.1 14 41 45 4.3 88.7 7.1 PHF .667 .760 .625 .796 .781 .760 .500 .934 .875 .788 .662 .862 .750 .651 .625 .678 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-318 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 3 0 3 0 3 1 4 7 04:15 PM 0 1 0 1 1 0 0 1 0 1 0 1 0 2 1 3 6 04:30 PM 0 2 0 2 0 0 1 1 1 1 1 3 0 0 0 0 6 04:45 PM 0 0 0 0 1 1 0 2 1 1 0 2 0 1 0 1 5 Total 0 3 0 3 2 1 1 4 2 6 1 9 0 6 2 8 24 05:00 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 1 0 1 0 1 1 2 0 0 1 1 4 05:30 PM 0 0 0 0 0 1 0 1 0 0 2 2 0 0 0 0 3 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 4 0 4 0 1 3 4 0 0 1 1 9 Grand Total 0 3 0 3 2 5 1 8 2 7 4 13 0 6 3 9 33 Apprch %0 100 0 25 62.5 12.5 15.4 53.8 30.8 0 66.7 33.3 Total %0 9.1 0 9.1 6.1 15.2 3 24.2 6.1 21.2 12.1 39.4 0 18.2 9.1 27.3 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 3 0 3 0 3 1 4 7 04:15 PM 0 1 0 1 1 0 0 1 0 1 0 1 0 2 1 3 6 04:30 PM 0 2 0 2 0 0 1 1 1 1 1 3 0 0 0 0 6 04:45 PM 0 0 0 0 1 1 0 2 1 1 0 2 0 1 0 1 5 Total Volume 0 3 0 3 2 1 1 4 2 6 1 9 0 6 2 8 24 % App. Total 0 100 0 50 25 25 22.2 66.7 11.1 0 75 25 PHF .000 .375 .000 .375 .500 .250 .250 .500 .500 .500 .250 .750 .000 .500 .500 .500 .857 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-319 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 0 Thru 3 Left 0 InOut Total 7 3 10 Right1 Thru1 Left2 OutTotalIn7 4 11 Left 2 Thru 6 Right 1 Out TotalIn 7 9 16 Left0 Thru6 Right2 TotalOutIn3 8 11 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 0 0 0 0 0 0 0 3 0 3 0 3 1 4 +15 mins.0 1 0 1 1 0 0 1 0 1 0 1 0 2 1 3 +30 mins.0 2 0 2 0 0 1 1 1 1 1 3 0 0 0 0 +45 mins.0 0 0 0 1 1 0 2 1 1 0 2 0 1 0 1 Total Volume 0 3 0 3 2 1 1 4 2 6 1 9 0 6 2 8 % App. Total 0 100 0 50 25 25 22.2 66.7 11.1 0 75 25 PHF .000 .375 .000 .375 .500 .250 .250 .500 .500 .500 .250 .750 .000 .500 .500 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-320 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 1 0 1 0 2 0 2 0 0 0 0 4 04:15 PM 0 1 0 1 1 0 1 2 0 0 0 0 0 0 1 1 4 04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 3 1 1 1 3 0 3 0 3 0 0 1 1 10 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 1 1 0 0 0 0 0 0 0 0 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 1 0 1 0 1 1 2 0 0 0 0 3 Total 0 1 2 3 0 1 0 1 0 2 1 3 0 0 0 0 7 Grand Total 0 4 2 6 1 2 1 4 0 5 1 6 0 0 1 1 17 Apprch %0 66.7 33.3 25 50 25 0 83.3 16.7 0 0 100 Total %0 23.5 11.8 35.3 5.9 11.8 5.9 23.5 0 29.4 5.9 35.3 0 0 5.9 5.9 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 1 0 1 0 1 0 1 0 2 0 2 0 0 0 0 4 04:15 PM 0 1 0 1 1 0 1 2 0 0 0 0 0 0 1 1 4 04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 3 0 3 1 1 1 3 0 3 0 3 0 0 1 1 10 % App. Total 0 100 0 33.3 33.3 33.3 0 100 0 0 0 100 PHF .000 .750 .000 .750 .250 .250 .250 .375 .000 .375 .000 .375 .000 .000 .250 .250 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-321 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 0 Thru 3 Left 0 InOut Total 4 3 7 Right1 Thru1 Left1 OutTotalIn0 3 3 Left 0 Thru 3 Right 0 Out TotalIn 5 3 8 Left0 Thru0 Right1 TotalOutIn1 1 2 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 1 0 1 0 1 0 1 0 2 0 2 0 0 0 0 +15 mins.0 1 0 1 1 0 1 2 0 0 0 0 0 0 1 1 +30 mins.0 1 0 1 0 0 0 0 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 3 0 3 1 1 1 3 0 3 0 3 0 0 1 1 % App. Total 0 100 0 33.3 33.3 33.3 0 100 0 0 0 100 PHF .000 .750 .000 .750 .250 .250 .250 .375 .000 .375 .000 .375 .000 .000 .250 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-322 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 2 0 0 2 1 1 0 2 0 3 2 5 0 1 0 1 10 04:15 PM 0 2 1 3 2 0 0 2 1 0 0 1 0 4 0 4 10 04:30 PM 0 0 0 0 0 0 0 0 0 1 2 3 0 1 1 2 5 04:45 PM 1 1 0 2 0 0 0 0 0 1 1 2 0 0 0 0 4 Total 3 3 1 7 3 1 0 4 1 5 5 11 0 6 1 7 29 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 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 1 0 1 3 05:45 PM 0 0 0 0 0 1 0 1 0 5 0 5 0 0 1 1 7 Total 0 2 0 2 0 1 0 1 0 6 1 7 0 2 1 3 13 Grand Total 3 5 1 9 3 2 0 5 1 11 6 18 0 8 2 10 42 Apprch %33.3 55.6 11.1 60 40 0 5.6 61.1 33.3 0 80 20 Total %7.1 11.9 2.4 21.4 7.1 4.8 0 11.9 2.4 26.2 14.3 42.9 0 19 4.8 23.8 Poplar Avenue Southbound Santa Ana Avenue Westbound Poplar Avenue Northbound Santa Ana 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 2 0 0 2 1 1 0 2 0 3 2 5 0 1 0 1 10 04:15 PM 0 2 1 3 2 0 0 2 1 0 0 1 0 4 0 4 10 04:30 PM 0 0 0 0 0 0 0 0 0 1 2 3 0 1 1 2 5 04:45 PM 1 1 0 2 0 0 0 0 0 1 1 2 0 0 0 0 4 Total Volume 3 3 1 7 3 1 0 4 1 5 5 11 0 6 1 7 29 % App. Total 42.9 42.9 14.3 75 25 0 9.1 45.5 45.5 0 85.7 14.3 PHF .375 .375 .250 .583 .375 .250 .000 .500 .250 .417 .625 .550 .000 .375 .250 .438 .725 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-323 File Name : 14_FON_Pop_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Poplar Avenue E/W: Santa Ana Avenue Weather: Clear Poplar Avenue Santa Ana Avenue Santa Ana Avenue Poplar Avenue Right 1 Thru 3 Left 3 InOut Total 5 7 12 Right0 Thru1 Left3 OutTotalIn14 4 18 Left 1 Thru 5 Right 5 Out TotalIn 7 11 18 Left0 Thru6 Right1 TotalOutIn3 7 10 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.2 0 0 2 1 1 0 2 0 3 2 5 0 1 0 1 +15 mins.0 2 1 3 2 0 0 2 1 0 0 1 0 4 0 4 +30 mins.0 0 0 0 0 0 0 0 0 1 2 3 0 1 1 2 +45 mins.1 1 0 2 0 0 0 0 0 1 1 2 0 0 0 0 Total Volume 3 3 1 7 3 1 0 4 1 5 5 11 0 6 1 7 % App. Total 42.9 42.9 14.3 75 25 0 9.1 45.5 45.5 0 85.7 14.3 PHF .375 .375 .250 .583 .375 .250 .000 .500 .250 .417 .625 .550 .000 .375 .250 .438 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-324 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Poplar Avenue Santa Ana Avenue Poplar Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00011 00011 North Leg East Leg South Leg West Leg Poplar Avenue Santa Ana Avenue Poplar Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 01001 00000 00000 00000 00000 00000 00000 01001 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 Poplar Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-325 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000010100000 2 000010000000 1 000000000000 0 000010000000 1 000000000000 0 000000000000 0 000030100000 4 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000002000000 2 000000000000 0 000000000000 0 000010000010 2 000000000000 0 000000000000 0 000012000010 4 Santa Ana Avenue TOTAL VOLUMES: Poplar Avenue Santa Ana Avenue Poplar Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Poplar Avenue Santa Ana Avenue Poplar 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 Santa Ana Avenue Poplar Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-326 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 1 3 5 1 28 0 29 0 2 0 2 1 14 0 15 51 07:15 AM 0 2 5 7 2 39 2 43 1 1 2 4 0 14 0 14 68 07:30 AM 2 3 3 8 3 36 0 39 0 1 2 3 2 23 0 25 75 07:45 AM 0 9 5 14 7 36 2 45 1 4 3 8 4 9 0 13 80 Total 3 15 16 34 13 139 4 156 2 8 7 17 7 60 0 67 274 08:00 AM 2 1 1 4 2 35 1 38 0 0 1 1 2 26 0 28 71 08:15 AM 1 2 1 4 0 36 5 41 1 1 2 4 1 19 0 20 69 08:30 AM 3 1 1 5 0 21 0 21 2 0 3 5 0 18 0 18 49 08:45 AM 0 2 0 2 2 25 3 30 2 2 0 4 1 13 1 15 51 Total 6 6 3 15 4 117 9 130 5 3 6 14 4 76 1 81 240 Grand Total 9 21 19 49 17 256 13 286 7 11 13 31 11 136 1 148 514 Apprch %18.4 42.9 38.8 5.9 89.5 4.5 22.6 35.5 41.9 7.4 91.9 0.7 Total %1.8 4.1 3.7 9.5 3.3 49.8 2.5 55.6 1.4 2.1 2.5 6 2.1 26.5 0.2 28.8 Passenger Vehicles 9 15 19 43 17 234 12 263 3 5 4 12 11 111 0 122 440 % Passenger Vehicles 100 71.4 100 87.8 100 91.4 92.3 92 42.9 45.5 30.8 38.7 100 81.6 0 82.4 85.6 Large 2 Axle Vehicles 0 0 0 0 0 9 0 9 2 2 3 7 0 7 0 7 23 % Large 2 Axle Vehicles 0 0 0 0 0 3.5 0 3.1 28.6 18.2 23.1 22.6 0 5.1 0 4.7 4.5 3 Axle Vehicles 0 2 0 2 0 2 1 3 1 2 0 3 0 3 0 3 11 % 3 Axle Vehicles 0 9.5 0 4.1 0 0.8 7.7 1 14.3 18.2 0 9.7 0 2.2 0 2 2.1 4+ Axle Trucks 0 4 0 4 0 11 0 11 1 2 6 9 0 15 1 16 40 % 4+ Axle Trucks 0 19 0 8.2 0 4.3 0 3.8 14.3 18.2 46.2 29 0 11 100 10.8 7.8 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 2 3 3 8 3 36 0 39 0 1 2 3 2 23 0 25 75 07:45 AM 0 9 5 14 7 36 2 45 1 4 3 8 4 9 0 13 80 08:00 AM 2 1 1 4 2 35 1 38 0 0 1 1 2 26 0 28 71 08:15 AM 1 2 1 4 0 36 5 41 1 1 2 4 1 19 0 20 69 Total Volume 5 15 10 30 12 143 8 163 2 6 8 16 9 77 0 86 295 % App. Total 16.7 50 33.3 7.4 87.7 4.9 12.5 37.5 50 10.5 89.5 0 PHF .625 .417 .500 .536 .429 .993 .400 .906 .500 .375 .667 .500 .563 .740 .000 .768 .922 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-327 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 10 Thru 15 Left 5 InOut Total 23 30 53 Right8 Thru143 Left12 OutTotalIn90 163 253 Left 2 Thru 6 Right 8 Out TotalIn 27 16 43 Left9 Thru77 Right0 TotalOutIn155 86 241 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 07:45 AM 07:30 AM +0 mins.1 1 3 5 2 39 2 43 1 4 3 8 2 23 0 25 +15 mins.0 2 5 7 3 36 0 39 0 0 1 1 4 9 0 13 +30 mins.2 3 3 8 7 36 2 45 1 1 2 4 2 26 0 28 +45 mins.0 9 5 14 2 35 1 38 2 0 3 5 1 19 0 20 Total Volume 3 15 16 34 14 146 5 165 4 5 9 18 9 77 0 86 % App. Total 8.8 44.1 47.1 8.5 88.5 3 22.2 27.8 50 10.5 89.5 0 PHF .375 .417 .800 .607 .500 .936 .625 .917 .500 .313 .750 .563 .563 .740 .000 .768 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-328 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 1 3 5 1 25 0 26 0 1 0 1 1 12 0 13 45 07:15 AM 0 1 5 6 2 37 1 40 1 0 1 2 0 11 0 11 59 07:30 AM 2 2 3 7 3 34 0 37 0 1 1 2 2 21 0 23 69 07:45 AM 0 7 5 12 7 33 2 42 1 3 1 5 4 8 0 12 71 Total 3 11 16 30 13 129 3 145 2 5 3 10 7 52 0 59 244 08:00 AM 2 1 1 4 2 33 1 36 0 0 1 1 2 22 0 24 65 08:15 AM 1 1 1 3 0 34 5 39 0 0 0 0 1 17 0 18 60 08:30 AM 3 0 1 4 0 18 0 18 0 0 0 0 0 14 0 14 36 08:45 AM 0 2 0 2 2 20 3 25 1 0 0 1 1 6 0 7 35 Total 6 4 3 13 4 105 9 118 1 0 1 2 4 59 0 63 196 Grand Total 9 15 19 43 17 234 12 263 3 5 4 12 11 111 0 122 440 Apprch %20.9 34.9 44.2 6.5 89 4.6 25 41.7 33.3 9 91 0 Total %2 3.4 4.3 9.8 3.9 53.2 2.7 59.8 0.7 1.1 0.9 2.7 2.5 25.2 0 27.7 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 2 2 3 7 3 34 0 37 0 1 1 2 2 21 0 23 69 07:45 AM 0 7 5 12 7 33 2 42 1 3 1 5 4 8 0 12 71 08:00 AM 2 1 1 4 2 33 1 36 0 0 1 1 2 22 0 24 65 08:15 AM 1 1 1 3 0 34 5 39 0 0 0 0 1 17 0 18 60 Total Volume 5 11 10 26 12 134 8 154 1 4 3 8 9 68 0 77 265 % App. Total 19.2 42.3 38.5 7.8 87 5.2 12.5 50 37.5 11.7 88.3 0 PHF .625 .393 .500 .542 .429 .985 .400 .917 .250 .333 .750 .400 .563 .773 .000 .802 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-329 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 10 Thru 11 Left 5 InOut Total 21 26 47 Right8 Thru134 Left12 OutTotalIn76 154 230 Left 1 Thru 4 Right 3 Out TotalIn 23 8 31 Left9 Thru68 Right0 TotalOutIn145 77 222 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 2 3 7 3 34 0 37 0 1 1 2 2 21 0 23 +15 mins.0 7 5 12 7 33 2 42 1 3 1 5 4 8 0 12 +30 mins.2 1 1 4 2 33 1 36 0 0 1 1 2 22 0 24 +45 mins.1 1 1 3 0 34 5 39 0 0 0 0 1 17 0 18 Total Volume 5 11 10 26 12 134 8 154 1 4 3 8 9 68 0 77 % App. Total 19.2 42.3 38.5 7.8 87 5.2 12.5 50 37.5 11.7 88.3 0 PHF .625 .393 .500 .542 .429 .985 .400 .917 .250 .333 .750 .400 .563 .773 .000 .802 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-330 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 3 0 3 0 0 0 0 0 1 0 1 4 07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3 07:30 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 1 2 07:45 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 Total 0 0 0 0 0 5 0 5 0 0 2 2 0 4 0 4 11 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 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 0 0 0 0 2 0 2 2 0 1 3 0 2 0 2 7 08:45 AM 0 0 0 0 0 2 0 2 0 2 0 2 0 0 0 0 4 Total 0 0 0 0 0 4 0 4 2 2 1 5 0 3 0 3 12 Grand Total 0 0 0 0 0 9 0 9 2 2 3 7 0 7 0 7 23 Apprch %0 0 0 0 100 0 28.6 28.6 42.9 0 100 0 Total %0 0 0 0 0 39.1 0 39.1 8.7 8.7 13 30.4 0 30.4 0 30.4 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 1 0 1 0 1 2 07:45 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 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 1 0 1 0 0 2 2 0 2 0 2 5 % App. Total 0 0 0 0 100 0 0 0 100 0 100 0 PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .500 .500 .000 .500 .000 .500 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-331 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 0 Thru 0 Left 0 InOut Total 0 0 0 Right0 Thru1 Left0 OutTotalIn4 1 5 Left 0 Thru 0 Right 2 Out TotalIn 0 2 2 Left0 Thru2 Right0 TotalOutIn1 2 3 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 1 1 0 1 0 1 +15 mins.0 0 0 0 0 1 0 1 0 0 1 1 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 0 0 0 Total Volume 0 0 0 0 0 1 0 1 0 0 2 2 0 2 0 2 % App. Total 0 0 0 0 100 0 0 0 100 0 100 0 PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .500 .500 .000 .500 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-332 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 0 1 0 0 1 1 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 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 Total 0 2 0 2 0 0 1 1 0 1 0 1 0 0 0 0 4 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 08:15 AM 0 0 0 0 0 1 0 1 1 1 0 2 0 0 0 0 3 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 2 0 2 2 Total 0 0 0 0 0 2 0 2 1 1 0 2 0 3 0 3 7 Grand Total 0 2 0 2 0 2 1 3 1 2 0 3 0 3 0 3 11 Apprch %0 100 0 0 66.7 33.3 33.3 66.7 0 0 100 0 Total %0 18.2 0 18.2 0 18.2 9.1 27.3 9.1 18.2 0 27.3 0 27.3 0 27.3 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 08:15 AM 0 0 0 0 0 1 0 1 1 1 0 2 0 0 0 0 3 Total Volume 0 1 0 1 0 1 0 1 1 2 0 3 0 1 0 1 6 % App. Total 0 100 0 0 100 0 33.3 66.7 0 0 100 0 PHF .000 .250 .000 .250 .000 .250 .000 .250 .250 .500 .000 .375 .000 .250 .000 .250 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-333 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 0 Thru 1 Left 0 InOut Total 2 1 3 Right0 Thru1 Left0 OutTotalIn1 1 2 Left 1 Thru 2 Right 0 Out TotalIn 1 3 4 Left0 Thru1 Right0 TotalOutIn2 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 1 0 1 0 0 0 0 0 1 0 1 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 1 0 1 1 1 0 2 0 0 0 0 Total Volume 0 1 0 1 0 1 0 1 1 2 0 3 0 1 0 1 % App. Total 0 100 0 0 100 0 33.3 66.7 0 0 100 0 PHF .000 .250 .000 .250 .000 .250 .000 .250 .250 .500 .000 .375 .000 .250 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-334 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 0 1 2 07:15 AM 0 0 0 0 0 1 0 1 0 1 1 2 0 1 0 1 4 07:30 AM 0 1 0 1 0 2 0 2 0 0 0 0 0 1 0 1 4 07:45 AM 0 1 0 1 0 2 0 2 0 0 1 1 0 1 0 1 5 Total 0 2 0 2 0 5 0 5 0 2 2 4 0 4 0 4 15 08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4 08:15 AM 0 1 0 1 0 1 0 1 0 0 2 2 0 2 0 2 6 08:30 AM 0 1 0 1 0 0 0 0 0 0 2 2 0 2 0 2 5 08:45 AM 0 0 0 0 0 3 0 3 1 0 0 1 0 5 1 6 10 Total 0 2 0 2 0 6 0 6 1 0 4 5 0 11 1 12 25 Grand Total 0 4 0 4 0 11 0 11 1 2 6 9 0 15 1 16 40 Apprch %0 100 0 0 100 0 11.1 22.2 66.7 0 93.8 6.2 Total %0 10 0 10 0 27.5 0 27.5 2.5 5 15 22.5 0 37.5 2.5 40 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 0 1 0 2 0 2 0 0 0 0 0 1 0 1 4 07:45 AM 0 1 0 1 0 2 0 2 0 0 1 1 0 1 0 1 5 08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4 08:15 AM 0 1 0 1 0 1 0 1 0 0 2 2 0 2 0 2 6 Total Volume 0 3 0 3 0 7 0 7 0 0 3 3 0 6 0 6 19 % App. Total 0 100 0 0 100 0 0 0 100 0 100 0 PHF .000 .750 .000 .750 .000 .875 .000 .875 .000 .000 .375 .375 .000 .750 .000 .750 .792 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-335 File Name : 15_FON_Cat_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 0 Thru 3 Left 0 InOut Total 0 3 3 Right0 Thru7 Left0 OutTotalIn9 7 16 Left 0 Thru 0 Right 3 Out TotalIn 3 3 6 Left0 Thru6 Right0 TotalOutIn7 6 13 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 2 0 2 0 0 0 0 0 1 0 1 +15 mins.0 1 0 1 0 2 0 2 0 0 1 1 0 1 0 1 +30 mins.0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 +45 mins.0 1 0 1 0 1 0 1 0 0 2 2 0 2 0 2 Total Volume 0 3 0 3 0 7 0 7 0 0 3 3 0 6 0 6 % App. Total 0 100 0 0 100 0 0 0 100 0 100 0 PHF .000 .750 .000 .750 .000 .875 .000 .875 .000 .000 .375 .375 .000 .750 .000 .750 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-336 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 3 2 1 6 2 30 1 33 0 0 7 7 4 52 0 56 102 04:15 PM 6 3 3 12 0 25 2 27 0 0 2 2 0 55 0 55 96 04:30 PM 2 2 0 4 1 23 1 25 0 7 34 41 1 59 0 60 130 04:45 PM 4 3 0 7 4 30 0 34 0 2 4 6 1 52 0 53 100 Total 15 10 4 29 7 108 4 119 0 9 47 56 6 218 0 224 428 05:00 PM 1 4 2 7 0 27 1 28 1 1 21 23 2 41 1 44 102 05:15 PM 2 0 1 3 3 22 1 26 0 2 2 4 0 35 0 35 68 05:30 PM 7 3 2 12 3 24 2 29 0 0 0 0 2 26 0 28 69 05:45 PM 0 2 3 5 1 22 5 28 0 0 0 0 1 14 0 15 48 Total 10 9 8 27 7 95 9 111 1 3 23 27 5 116 1 122 287 Grand Total 25 19 12 56 14 203 13 230 1 12 70 83 11 334 1 346 715 Apprch %44.6 33.9 21.4 6.1 88.3 5.7 1.2 14.5 84.3 3.2 96.5 0.3 Total %3.5 2.7 1.7 7.8 2 28.4 1.8 32.2 0.1 1.7 9.8 11.6 1.5 46.7 0.1 48.4 Passenger Vehicles 25 16 8 49 11 189 10 210 1 10 67 78 8 321 1 330 667 % Passenger Vehicles 100 84.2 66.7 87.5 78.6 93.1 76.9 91.3 100 83.3 95.7 94 72.7 96.1 100 95.4 93.3 Large 2 Axle Vehicles 0 0 2 2 0 5 1 6 0 0 3 3 1 5 0 6 17 % Large 2 Axle Vehicles 0 0 16.7 3.6 0 2.5 7.7 2.6 0 0 4.3 3.6 9.1 1.5 0 1.7 2.4 3 Axle Vehicles 0 0 1 1 0 2 2 4 0 0 0 0 1 2 0 3 8 % 3 Axle Vehicles 0 0 8.3 1.8 0 1 15.4 1.7 0 0 0 0 9.1 0.6 0 0.9 1.1 4+ Axle Trucks 0 3 1 4 3 7 0 10 0 2 0 2 1 6 0 7 23 % 4+ Axle Trucks 0 15.8 8.3 7.1 21.4 3.4 0 4.3 0 16.7 0 2.4 9.1 1.8 0 2 3.2 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 3 2 1 6 2 30 1 33 0 0 7 7 4 52 0 56 102 04:15 PM 6 3 3 12 0 25 2 27 0 0 2 2 0 55 0 55 96 04:30 PM 2 2 0 4 1 23 1 25 0 7 34 41 1 59 0 60 130 04:45 PM 4 3 0 7 4 30 0 34 0 2 4 6 1 52 0 53 100 Total Volume 15 10 4 29 7 108 4 119 0 9 47 56 6 218 0 224 428 % App. Total 51.7 34.5 13.8 5.9 90.8 3.4 0 16.1 83.9 2.7 97.3 0 PHF .625 .833 .333 .604 .438 .900 .500 .875 .000 .321 .346 .341 .375 .924 .000 .933 .823 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-337 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 4 Thru 10 Left 15 InOut Total 19 29 48 Right4 Thru108 Left7 OutTotalIn280 119 399 Left 0 Thru 9 Right 47 Out TotalIn 17 56 73 Left6 Thru218 Right0 TotalOutIn112 224 336 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 04:00 PM 04:30 PM 04:00 PM +0 mins.6 3 3 12 2 30 1 33 0 7 34 41 4 52 0 56 +15 mins.2 2 0 4 0 25 2 27 0 2 4 6 0 55 0 55 +30 mins.4 3 0 7 1 23 1 25 1 1 21 23 1 59 0 60 +45 mins.1 4 2 7 4 30 0 34 0 2 2 4 1 52 0 53 Total Volume 13 12 5 30 7 108 4 119 1 12 61 74 6 218 0 224 % App. Total 43.3 40 16.7 5.9 90.8 3.4 1.4 16.2 82.4 2.7 97.3 0 PHF .542 .750 .417 .625 .438 .900 .500 .875 .250 .429 .449 .451 .375 .924 .000 .933 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-338 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 3 1 1 5 1 28 0 29 0 0 5 5 1 48 0 49 88 04:15 PM 6 3 1 10 0 19 1 20 0 0 1 1 0 55 0 55 86 04:30 PM 2 1 0 3 1 22 1 24 0 7 34 41 1 56 0 57 125 04:45 PM 4 2 0 6 3 28 0 31 0 2 4 6 1 51 0 52 95 Total 15 7 2 24 5 97 2 104 0 9 44 53 3 210 0 213 394 05:00 PM 1 4 1 6 0 25 0 25 1 1 21 23 2 41 1 44 98 05:15 PM 2 0 0 2 2 22 1 25 0 0 2 2 0 35 0 35 64 05:30 PM 7 3 2 12 3 23 2 28 0 0 0 0 2 23 0 25 65 05:45 PM 0 2 3 5 1 22 5 28 0 0 0 0 1 12 0 13 46 Total 10 9 6 25 6 92 8 106 1 1 23 25 5 111 1 117 273 Grand Total 25 16 8 49 11 189 10 210 1 10 67 78 8 321 1 330 667 Apprch %51 32.7 16.3 5.2 90 4.8 1.3 12.8 85.9 2.4 97.3 0.3 Total %3.7 2.4 1.2 7.3 1.6 28.3 1.5 31.5 0.1 1.5 10 11.7 1.2 48.1 0.1 49.5 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 3 1 1 5 1 28 0 29 0 0 5 5 1 48 0 49 88 04:15 PM 6 3 1 10 0 19 1 20 0 0 1 1 0 55 0 55 86 04:30 PM 2 1 0 3 1 22 1 24 0 7 34 41 1 56 0 57 125 04:45 PM 4 2 0 6 3 28 0 31 0 2 4 6 1 51 0 52 95 Total Volume 15 7 2 24 5 97 2 104 0 9 44 53 3 210 0 213 394 % App. Total 62.5 29.2 8.3 4.8 93.3 1.9 0 17 83 1.4 98.6 0 PHF .625 .583 .500 .600 .417 .866 .500 .839 .000 .321 .324 .323 .750 .938 .000 .934 .788 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-339 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 2 Thru 7 Left 15 InOut Total 14 24 38 Right2 Thru97 Left5 OutTotalIn269 104 373 Left 0 Thru 9 Right 44 Out TotalIn 12 53 65 Left3 Thru210 Right0 TotalOutIn99 213 312 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.3 1 1 5 1 28 0 29 0 0 5 5 1 48 0 49 +15 mins.6 3 1 10 0 19 1 20 0 0 1 1 0 55 0 55 +30 mins.2 1 0 3 1 22 1 24 0 7 34 41 1 56 0 57 +45 mins.4 2 0 6 3 28 0 31 0 2 4 6 1 51 0 52 Total Volume 15 7 2 24 5 97 2 104 0 9 44 53 3 210 0 213 % App. Total 62.5 29.2 8.3 4.8 93.3 1.9 0 17 83 1.4 98.6 0 PHF .625 .583 .500 .600 .417 .866 .500 .839 .000 .321 .324 .323 .750 .938 .000 .934 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-340 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 2 2 1 2 0 3 5 04:15 PM 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 04:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 4 0 4 0 0 3 3 1 3 0 4 11 05:00 PM 0 0 1 1 0 1 1 2 0 0 0 0 0 0 0 0 3 05:15 PM 0 0 1 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 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2 Total 0 0 2 2 0 1 1 2 0 0 0 0 0 2 0 2 6 Grand Total 0 0 2 2 0 5 1 6 0 0 3 3 1 5 0 6 17 Apprch %0 0 100 0 83.3 16.7 0 0 100 16.7 83.3 0 Total %0 0 11.8 11.8 0 29.4 5.9 35.3 0 0 17.6 17.6 5.9 29.4 0 35.3 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 2 2 1 2 0 3 5 04:15 PM 0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 3 04:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2 04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total Volume 0 0 0 0 0 4 0 4 0 0 3 3 1 3 0 4 11 % App. Total 0 0 0 0 100 0 0 0 100 25 75 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .375 .375 .250 .375 .000 .333 .550 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-341 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 0 Thru 0 Left 0 InOut Total 1 0 1 Right0 Thru4 Left0 OutTotalIn6 4 10 Left 0 Thru 0 Right 3 Out TotalIn 0 3 3 Left1 Thru3 Right0 TotalOutIn4 4 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 0 0 0 0 0 0 0 0 2 2 1 2 0 3 +15 mins.0 0 0 0 0 2 0 2 0 0 1 1 0 0 0 0 +30 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 +45 mins.0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 4 0 4 0 0 3 3 1 3 0 4 % App. Total 0 0 0 0 100 0 0 0 100 25 75 0 PHF .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .375 .375 .250 .375 .000 .333 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-342 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 2 0 0 0 0 1 0 0 1 3 04:15 PM 0 0 1 1 0 1 1 2 0 0 0 0 0 0 0 0 3 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 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 2 4 0 0 0 0 1 1 0 2 7 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 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 1 1 0 2 2 4 0 0 0 0 1 2 0 3 8 Apprch %0 0 100 0 50 50 0 0 0 33.3 66.7 0 Total %0 0 12.5 12.5 0 25 25 50 0 0 0 0 12.5 25 0 37.5 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 2 0 0 0 0 1 0 0 1 3 04:15 PM 0 0 1 1 0 1 1 2 0 0 0 0 0 0 0 0 3 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 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 2 4 0 0 0 0 1 1 0 2 7 % App. Total 0 0 100 0 50 50 0 0 0 50 50 0 PHF .000 .000 .250 .250 .000 .500 .500 .500 .000 .000 .000 .000 .250 .250 .000 .500 .583 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-343 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 1 Thru 0 Left 0 InOut Total 3 1 4 Right2 Thru2 Left0 OutTotalIn1 4 5 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru1 Right0 TotalOutIn3 2 5 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 1 2 0 0 0 0 1 0 0 1 +15 mins.0 0 1 1 0 1 1 2 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 0 0 0 Total Volume 0 0 1 1 0 2 2 4 0 0 0 0 1 1 0 2 % App. Total 0 0 100 0 50 50 0 0 0 50 50 0 PHF .000 .000 .250 .250 .000 .500 .500 .500 .000 .000 .000 .000 .250 .250 .000 .500 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-344 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 0 2 0 0 0 0 1 2 0 3 6 04:15 PM 0 0 1 1 0 3 0 3 0 0 0 0 0 0 0 0 4 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 04:45 PM 0 1 0 1 1 1 0 2 0 0 0 0 0 1 0 1 4 Total 0 3 1 4 2 5 0 7 0 0 0 0 1 4 0 5 16 05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 1 0 0 1 0 2 0 2 0 0 0 0 3 05:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3 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 1 2 0 3 0 2 0 2 0 2 0 2 7 Grand Total 0 3 1 4 3 7 0 10 0 2 0 2 1 6 0 7 23 Apprch %0 75 25 30 70 0 0 100 0 14.3 85.7 0 Total %0 13 4.3 17.4 13 30.4 0 43.5 0 8.7 0 8.7 4.3 26.1 0 30.4 Catawba Avenue Southbound Santa Ana Avenue Westbound Catawba Avenue Northbound Santa Ana 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 1 0 1 1 1 0 2 0 0 0 0 1 2 0 3 6 04:15 PM 0 0 1 1 0 3 0 3 0 0 0 0 0 0 0 0 4 04:30 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2 04:45 PM 0 1 0 1 1 1 0 2 0 0 0 0 0 1 0 1 4 Total Volume 0 3 1 4 2 5 0 7 0 0 0 0 1 4 0 5 16 % App. Total 0 75 25 28.6 71.4 0 0 0 0 20 80 0 PHF .000 .750 .250 1.00 .500 .417 .000 .583 .000 .000 .000 .000 .250 .500 .000 .417 .667 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-345 File Name : 15_FON_Cat_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Catawba Avenue E/W: Santa Ana Avenue Weather: Clear Catawba Avenue Santa Ana Avenue Santa Ana Avenue Catawba Avenue Right 1 Thru 3 Left 0 InOut Total 1 4 5 Right0 Thru5 Left2 OutTotalIn4 7 11 Left 0 Thru 0 Right 0 Out TotalIn 5 0 5 Left1 Thru4 Right0 TotalOutIn6 5 11 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 1 0 1 1 1 0 2 0 0 0 0 1 2 0 3 +15 mins.0 0 1 1 0 3 0 3 0 0 0 0 0 0 0 0 +30 mins.0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 1 +45 mins.0 1 0 1 1 1 0 2 0 0 0 0 0 1 0 1 Total Volume 0 3 1 4 2 5 0 7 0 0 0 0 1 4 0 5 % App. Total 0 75 25 28.6 71.4 0 0 0 0 20 80 0 PHF .000 .750 .250 1.000 .500 .417 .000 .583 .000 .000 .000 .000 .250 .500 .000 .417 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-346 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Catawba Avenue Santa Ana Avenue Catawba Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 10001 00000 00000 00000 00000 00000 00000 10001 North Leg East Leg South Leg West Leg Catawba Avenue Santa Ana Avenue Catawba Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00000 00000 00000 00000 00000 00000 00000 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 Catawba Avenue Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-347 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 000000000010 1 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000000 0 000000000010 1 Santa Ana Avenue TOTAL VOLUMES: Catawba Avenue Santa Ana Avenue Catawba Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Catawba Avenue Santa Ana Avenue Catawba 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 Santa Ana Avenue Catawba Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-348 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 9 54 7 0 70 4 24 5 1 33 1 106 4 0 111 1 11 1 1 13 2 227 229 07:15 AM 5 67 20 8 92 7 25 9 2 41 2 105 6 0 113 7 4 2 1 13 11 259 270 07:30 AM 12 57 7 3 76 12 28 4 4 44 1 132 9 2 142 14 13 2 1 29 10 291 301 07:45 AM 25 61 18 4 104 6 24 20 11 50 2 80 5 0 87 4 7 1 0 12 15 253 268 Total 51 239 52 15 342 29 101 38 18 168 6 423 24 2 453 26 35 6 3 67 38 1030 1068 08:00 AM 16 63 14 3 93 5 26 17 13 48 2 90 11 1 103 11 13 2 0 26 17 270 287 08:15 AM 21 65 14 1 100 5 28 32 14 65 2 97 12 3 111 9 9 1 0 19 18 295 313 08:30 AM 31 49 7 2 87 6 13 13 4 32 0 75 9 1 84 16 11 2 0 29 7 232 239 08:45 AM 27 33 8 3 68 4 20 13 8 37 3 67 9 1 79 7 4 1 1 12 13 196 209 Total 95 210 43 9 348 20 87 75 39 182 7 329 41 6 377 43 37 6 1 86 55 993 1048 Grand Total 146 449 95 24 690 49 188 113 57 350 13 752 65 8 830 69 72 12 4 153 93 2023 2116 Apprch %21.2 65.1 13.8 14 53.7 32.3 1.6 90.6 7.8 45.1 47.1 7.8 Total %7.2 22.2 4.7 34.1 2.4 9.3 5.6 17.3 0.6 37.2 3.2 41 3.4 3.6 0.6 7.6 4.4 95.6 Passenger Vehicles 128 397 79 625 47 183 101 383 12 711 64 795 48 68 6 125 0 0 1928 % Passenger Vehicles 87.7 88.4 83.2 87.5 87.5 95.9 97.3 89.4 91.2 94.1 92.3 94.5 98.5 100 94.9 69.6 94.4 50 75 79.6 0 0 91.1 Large 2 Axle Vehicles 4 7 5 17 1 4 6 14 0 6 1 7 6 3 2 11 0 0 49 % Large 2 Axle Vehicles 2.7 1.6 5.3 4.2 2.4 2 2.1 5.3 5.3 3.4 0 0.8 1.5 0 0.8 8.7 4.2 16.7 0 7 0 0 2.3 3 Axle Vehicles 3 11 3 18 0 0 3 4 0 5 0 5 2 0 1 3 0 0 30 % 3 Axle Vehicles 2.1 2.4 3.2 4.2 2.5 0 0 2.7 1.8 1 0 0.7 0 0 0.6 2.9 0 8.3 0 1.9 0 0 1.4 4+ Axle Trucks 11 34 8 54 1 1 3 6 1 30 0 31 13 1 3 18 0 0 109 % 4+ Axle Trucks 7.5 7.6 8.4 4.2 7.6 2 0.5 2.7 1.8 1.5 7.7 4 0 0 3.7 18.8 1.4 25 25 11.5 0 0 5.2 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 12 57 7 76 12 28 4 44 1 132 9 142 14 13 2 29 291 07:45 AM 25 61 18 104 6 24 20 50 2 80 5 87 4 7 1 12 253 08:00 AM 16 63 14 93 5 26 17 48 2 90 11 103 11 13 2 26 270 08:15 AM 21 65 14 100 5 28 32 65 2 97 12 111 9 9 1 19 295 Total Volume 74 246 53 373 28 106 73 207 7 399 37 443 38 42 6 86 1109 % App. Total 19.8 66 14.2 13.5 51.2 35.3 1.6 90.1 8.4 44.2 48.8 7 PHF .740 .946 .736 .897 .583 .946 .570 .796 .875 .756 .771 .780 .679 .808 .750 .741 .940 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-349 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 53 Thru 246 Left 74 InOut Total 510 373 883 Right73 Thru106 Left28 OutTotalIn153 207 360 Left 7 Thru 399 Right 37 Out TotalIn 280 443 723 Left38 Thru42 Right6 TotalOutIn166 86 252 Peak Hour Begins at 07:30 AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-350 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:45 AM 07:30 AM 07:00 AM 07:30 AM +0 mins.25 61 18 104 12 28 4 44 1 106 4 111 14 13 2 29 +15 mins.16 63 14 93 6 24 20 50 2 105 6 113 4 7 1 12 +30 mins.21 65 14 100 5 26 17 48 1 132 9 142 11 13 2 26 +45 mins.31 49 7 87 5 28 32 65 2 80 5 87 9 9 1 19 Total Volume 93 238 53 384 28 106 73 207 6 423 24 453 38 42 6 86 % App. Total 24.2 62 13.8 13.5 51.2 35.3 1.3 93.4 5.3 44.2 48.8 7 PHF .750 .915 .736 .923 .583 .946 .570 .796 .750 .801 .667 .798 .679 .808 .750 .741 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-351 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 7 49 5 0 61 3 22 5 1 30 1 99 4 0 104 0 10 1 1 11 2 206 208 07:15 AM 4 64 18 6 86 7 25 7 2 39 2 98 5 0 105 5 4 2 1 11 9 241 250 07:30 AM 12 52 6 3 70 12 28 4 4 44 1 128 9 2 138 11 13 2 1 26 10 278 288 07:45 AM 23 57 16 4 96 6 23 15 8 44 2 75 5 0 82 2 6 0 0 8 12 230 242 Total 46 222 45 13 313 28 98 31 15 157 6 400 23 2 429 18 33 5 3 56 33 955 988 08:00 AM 15 53 12 3 80 5 26 17 13 48 2 87 11 1 100 10 12 1 0 23 17 251 268 08:15 AM 16 60 12 1 88 5 28 32 14 65 2 93 12 3 107 7 9 0 0 16 18 276 294 08:30 AM 29 39 4 1 72 5 13 10 3 28 0 70 9 1 79 10 11 0 0 21 5 200 205 08:45 AM 22 23 6 3 51 4 18 11 7 33 2 61 9 1 72 3 3 0 0 6 11 162 173 Total 82 175 34 8 291 19 85 70 37 174 6 311 41 6 358 30 35 1 0 66 51 889 940 Grand Total 128 397 79 21 604 47 183 101 52 331 12 711 64 8 787 48 68 6 3 122 84 1844 1928 Apprch %21.2 65.7 13.1 14.2 55.3 30.5 1.5 90.3 8.1 39.3 55.7 4.9 Total %6.9 21.5 4.3 32.8 2.5 9.9 5.5 18 0.7 38.6 3.5 42.7 2.6 3.7 0.3 6.6 4.4 95.6 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 12 52 6 70 12 28 4 44 1 128 9 138 11 13 2 26 278 07:45 AM 23 57 16 96 6 23 15 44 2 75 5 82 2 6 0 8 230 08:00 AM 15 53 12 80 5 26 17 48 2 87 11 100 10 12 1 23 251 08:15 AM 16 60 12 88 5 28 32 65 2 93 12 107 7 9 0 16 276 Total Volume 66 222 46 334 28 105 68 201 7 383 37 427 30 40 3 73 1035 % App. Total 19.8 66.5 13.8 13.9 52.2 33.8 1.6 89.7 8.7 41.1 54.8 4.1 PHF .717 .925 .719 .870 .583 .938 .531 .773 .875 .748 .771 .774 .682 .769 .375 .702 .931 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-352 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 46 Thru 222 Left 66 InOut Total 481 334 815 Right68 Thru105 Left28 OutTotalIn143 201 344 Left 7 Thru 383 Right 37 Out TotalIn 253 427 680 Left30 Thru40 Right3 TotalOutIn158 73 231 Peak Hour Begins at 07:30 AM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-353 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.12 52 6 70 12 28 4 44 1 128 9 138 11 13 2 26 +15 mins.23 57 16 96 6 23 15 44 2 75 5 82 2 6 0 8 +30 mins.15 53 12 80 5 26 17 48 2 87 11 100 10 12 1 23 +45 mins.16 60 12 88 5 28 32 65 2 93 12 107 7 9 0 16 Total Volume 66 222 46 334 28 105 68 201 7 383 37 427 30 40 3 73 % App. Total 19.8 66.5 13.8 13.9 52.2 33.8 1.6 89.7 8.7 41.1 54.8 4.1 PHF .717 .925 .719 .870 .583 .938 .531 .773 .875 .748 .771 .774 .682 .769 .375 .702 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-354 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 1 1 0 3 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 0 7 7 07:15 AM 0 0 1 1 1 0 0 0 0 0 0 0 1 0 1 2 0 0 0 2 1 4 5 07:30 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 3 3 07:45 AM 0 0 1 0 1 0 0 2 1 2 0 2 0 0 2 1 1 0 0 2 1 7 8 Total 1 2 3 1 6 0 2 2 1 4 0 4 1 0 5 4 2 0 0 6 2 21 23 08:00 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 4 4 08:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 08:30 AM 1 2 2 0 5 1 0 2 1 3 0 1 0 0 1 2 0 1 0 3 1 12 13 08:45 AM 1 1 0 0 2 0 2 2 1 4 0 1 0 0 1 0 0 0 0 0 1 7 8 Total 3 5 2 0 10 1 2 4 2 7 0 2 0 0 2 2 1 2 0 5 2 24 26 Grand Total 4 7 5 1 16 1 4 6 3 11 0 6 1 0 7 6 3 2 0 11 4 45 49 Apprch %25 43.8 31.2 9.1 36.4 54.5 0 85.7 14.3 54.5 27.3 18.2 Total %8.9 15.6 11.1 35.6 2.2 8.9 13.3 24.4 0 13.3 2.2 15.6 13.3 6.7 4.4 24.4 8.2 91.8 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 0 1 0 0 0 0 0 1 0 1 1 0 0 1 3 07:45 AM 0 0 1 1 0 0 2 2 0 2 0 2 1 1 0 2 7 08:00 AM 0 2 0 2 0 0 0 0 0 0 0 0 0 1 1 2 4 08:15 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 1 3 1 5 0 0 2 2 0 3 0 3 2 2 1 5 15 % App. Total 20 60 20 0 0 100 0 100 0 40 40 20 PHF .250 .375 .250 .625 .000 .000 .250 .250 .000 .375 .000 .375 .500 .500 .250 .625 .536 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-355 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 1 Thru 3 Left 1 InOut Total 7 5 12 Right2 Thru0 Left0 OutTotalIn3 2 5 Left 0 Thru 3 Right 0 Out TotalIn 4 3 7 Left2 Thru2 Right1 TotalOutIn1 5 6 Peak Hour Begins at 07:30 AM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-356 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 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 1 0 0 1 +15 mins.0 0 1 1 0 0 2 2 0 2 0 2 1 1 0 2 +30 mins.0 2 0 2 0 0 0 0 0 0 0 0 0 1 1 2 +45 mins.1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 1 3 1 5 0 0 2 2 0 3 0 3 2 2 1 5 % App. Total 20 60 20 0 0 100 0 100 0 40 40 20 PHF .250 .375 .250 .625 .000 .000 .250 .250 .000 .375 .000 .375 .500 .500 .250 .625 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-357 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 1 1 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 3 07:15 AM 1 2 0 0 3 0 0 1 0 1 0 2 0 0 2 0 0 0 0 0 0 6 6 07:30 AM 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 3 07:45 AM 0 0 0 0 0 0 0 2 1 2 0 0 0 0 0 0 0 0 0 0 1 2 3 Total 1 5 1 0 7 0 0 3 1 3 0 4 0 0 4 0 0 0 0 0 1 14 15 08:00 AM 1 2 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 08:15 AM 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 3 3 08:30 AM 1 1 1 1 3 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 4 5 08:45 AM 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 0 4 4 Total 2 6 2 1 10 0 0 0 0 0 0 1 0 0 1 2 0 1 0 3 1 14 15 Grand Total 3 11 3 1 17 0 0 3 1 3 0 5 0 0 5 2 0 1 0 3 2 28 30 Apprch %17.6 64.7 17.6 0 0 100 0 100 0 66.7 0 33.3 Total %10.7 39.3 10.7 60.7 0 0 10.7 10.7 0 17.9 0 17.9 7.1 0 3.6 10.7 6.7 93.3 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 2 0 2 0 0 0 0 0 1 0 1 0 0 0 0 3 07:45 AM 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 2 08:00 AM 1 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 08:15 AM 0 1 1 2 0 0 0 0 0 0 0 0 0 0 1 1 3 Total Volume 1 5 1 7 0 0 2 2 0 1 0 1 0 0 1 1 11 % App. Total 14.3 71.4 14.3 0 0 100 0 100 0 0 0 100 PHF .250 .625 .250 .583 .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .250 .250 .917 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-358 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 1 Thru 5 Left 1 InOut Total 3 7 10 Right2 Thru0 Left0 OutTotalIn1 2 3 Left 0 Thru 1 Right 0 Out TotalIn 6 1 7 Left0 Thru0 Right1 TotalOutIn1 1 2 Peak Hour Begins at 07:30 AM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-359 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 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 0 0 +15 mins.0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 +30 mins.1 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 +45 mins.0 1 1 2 0 0 0 0 0 0 0 0 0 0 1 1 Total Volume 1 5 1 7 0 0 2 2 0 1 0 1 0 0 1 1 % App. Total 14.3 71.4 14.3 0 0 100 0 100 0 0 0 100 PHF .250 .625 .250 .583 .000 .000 .250 .250 .000 .250 .000 .250 .000 .000 .250 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-360 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 3 0 0 4 1 0 0 0 1 0 5 0 0 5 1 0 0 0 1 0 11 11 07:15 AM 0 1 1 1 2 0 0 1 0 1 0 5 0 0 5 0 0 0 0 0 1 8 9 07:30 AM 0 2 1 0 3 0 0 0 0 0 0 2 0 0 2 2 0 0 0 2 0 7 7 07:45 AM 2 4 1 0 7 0 1 1 1 2 0 3 0 0 3 1 0 1 0 2 1 14 15 Total 3 10 3 1 16 1 1 2 1 4 0 15 0 0 15 4 0 1 0 5 2 40 42 08:00 AM 0 6 2 0 8 0 0 0 0 0 0 3 0 0 3 1 0 0 0 1 0 12 12 08:15 AM 4 4 1 0 9 0 0 0 0 0 0 4 0 0 4 2 0 0 0 2 0 15 15 08:30 AM 0 7 0 0 7 0 0 1 0 1 0 4 0 0 4 3 0 1 0 4 0 16 16 08:45 AM 4 7 2 0 13 0 0 0 0 0 1 4 0 0 5 3 1 1 1 5 1 23 24 Total 8 24 5 0 37 0 0 1 0 1 1 15 0 0 16 9 1 2 1 12 1 66 67 Grand Total 11 34 8 1 53 1 1 3 1 5 1 30 0 0 31 13 1 3 1 17 3 106 109 Apprch %20.8 64.2 15.1 20 20 60 3.2 96.8 0 76.5 5.9 17.6 Total %10.4 32.1 7.5 50 0.9 0.9 2.8 4.7 0.9 28.3 0 29.2 12.3 0.9 2.8 16 2.8 97.2 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 2 1 3 0 0 0 0 0 2 0 2 2 0 0 2 7 07:45 AM 2 4 1 7 0 1 1 2 0 3 0 3 1 0 1 2 14 08:00 AM 0 6 2 8 0 0 0 0 0 3 0 3 1 0 0 1 12 08:15 AM 4 4 1 9 0 0 0 0 0 4 0 4 2 0 0 2 15 Total Volume 6 16 5 27 0 1 1 2 0 12 0 12 6 0 1 7 48 % App. Total 22.2 59.3 18.5 0 50 50 0 100 0 85.7 0 14.3 PHF .375 .667 .625 .750 .000 .250 .250 .250 .000 .750 .000 .750 .750 .000 .250 .875 .800 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-361 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 5 Thru 16 Left 6 InOut Total 19 27 46 Right1 Thru1 Left0 OutTotalIn6 2 8 Left 0 Thru 12 Right 0 Out TotalIn 17 12 29 Left6 Thru0 Right1 TotalOutIn6 7 13 Peak Hour Begins at 07:30 AM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-362 File Name : 16_FON_Cit_SA AM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:30 AM +0 mins.0 2 1 3 0 0 0 0 0 2 0 2 2 0 0 2 +15 mins.2 4 1 7 0 1 1 2 0 3 0 3 1 0 1 2 +30 mins.0 6 2 8 0 0 0 0 0 3 0 3 1 0 0 1 +45 mins.4 4 1 9 0 0 0 0 0 4 0 4 2 0 0 2 Total Volume 6 16 5 27 0 1 1 2 0 12 0 12 6 0 1 7 % App. Total 22.2 59.3 18.5 0 50 50 0 100 0 85.7 0 14.3 PHF .375 .667 .625 .750 .000 .250 .250 .250 .000 .750 .000 .750 .750 .000 .250 .875 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-363 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 16 80 10 2 106 7 16 12 6 35 3 71 9 2 83 24 26 8 2 58 12 282 294 04:15 PM 12 90 12 2 114 10 15 13 9 38 3 101 9 3 113 31 38 5 2 74 16 339 355 04:30 PM 19 74 5 1 98 5 20 13 7 38 0 86 9 2 95 49 37 2 1 88 11 319 330 04:45 PM 21 59 10 2 90 6 23 20 7 49 1 106 6 0 113 21 41 3 1 65 10 317 327 Total 68 303 37 7 408 28 74 58 29 160 7 364 33 7 404 125 142 18 6 285 49 1257 1306 05:00 PM 17 82 6 2 105 2 25 15 5 42 0 92 7 4 99 35 27 1 0 63 11 309 320 05:15 PM 20 98 8 1 126 2 19 10 3 31 0 81 7 2 88 12 22 2 1 36 7 281 288 05:30 PM 25 78 8 2 111 7 17 10 7 34 1 105 4 2 110 8 22 4 2 34 13 289 302 05:45 PM 30 66 7 2 103 3 20 29 19 52 3 125 3 0 131 5 9 2 2 16 23 302 325 Total 92 324 29 7 445 14 81 64 34 159 4 403 21 8 428 60 80 9 5 149 54 1181 1235 Grand Total 160 627 66 14 853 42 155 122 63 319 11 767 54 15 832 185 222 27 11 434 103 2438 2541 Apprch %18.8 73.5 7.7 13.2 48.6 38.2 1.3 92.2 6.5 42.6 51.2 6.2 Total %6.6 25.7 2.7 35 1.7 6.4 5 13.1 0.5 31.5 2.2 34.1 7.6 9.1 1.1 17.8 4.1 95.9 Passenger Vehicles 153 597 56 817 39 149 113 359 8 728 54 805 173 218 23 424 0 0 2405 % Passenger Vehicles 95.6 95.2 84.8 78.6 94.2 92.9 96.1 92.6 92.1 94 72.7 94.9 100 100 95 93.5 98.2 85.2 90.9 95.3 0 0 94.6 Large 2 Axle Vehicles 4 9 0 13 1 5 4 11 0 10 0 10 4 3 0 7 0 0 41 % Large 2 Axle Vehicles 2.5 1.4 0 0 1.5 2.4 3.2 3.3 1.6 2.9 0 1.3 0 0 1.2 2.2 1.4 0 0 1.6 0 0 1.6 3 Axle Vehicles 1 4 4 10 0 0 3 6 0 7 0 7 3 0 1 4 0 0 27 % 3 Axle Vehicles 0.6 0.6 6.1 7.1 1.2 0 0 2.5 4.8 1.6 0 0.9 0 0 0.8 1.6 0 3.7 0 0.9 0 0 1.1 4+ Axle Trucks 2 17 6 27 2 1 2 6 3 22 0 25 5 1 3 10 0 0 68 % 4+ Axle Trucks 1.2 2.7 9.1 14.3 3.1 4.8 0.6 1.6 1.6 1.6 27.3 2.9 0 0 3 2.7 0.5 11.1 9.1 2.2 0 0 2.7 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM 04:15 PM 12 90 12 114 10 15 13 38 3 101 9 113 31 38 5 74 339 04:30 PM 19 74 5 98 5 20 13 38 0 86 9 95 49 37 2 88 319 04:45 PM 21 59 10 90 6 23 20 49 1 106 6 113 21 41 3 65 317 05:00 PM 17 82 6 105 2 25 15 42 0 92 7 99 35 27 1 63 309 Total Volume 69 305 33 407 23 83 61 167 4 385 31 420 136 143 11 290 1284 % App. Total 17 74.9 8.1 13.8 49.7 36.5 1 91.7 7.4 46.9 49.3 3.8 PHF .821 .847 .688 .893 .575 .830 .763 .852 .333 .908 .861 .929 .694 .872 .550 .824 .947 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-364 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 33 Thru 305 Left 69 InOut Total 582 407 989 Right61 Thru83 Left23 OutTotalIn243 167 410 Left 4 Thru 385 Right 31 Out TotalIn 339 420 759 Left136 Thru143 Right11 TotalOutIn120 290 410 Peak Hour Begins at 04:15 PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-365 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 Each Approach Begins at: 05:00 PM 04:15 PM 05:00 PM 04:15 PM +0 mins.17 82 6 105 10 15 13 38 0 92 7 99 31 38 5 74 +15 mins.20 98 8 126 5 20 13 38 0 81 7 88 49 37 2 88 +30 mins.25 78 8 111 6 23 20 49 1 105 4 110 21 41 3 65 +45 mins.30 66 7 103 2 25 15 42 3 125 3 131 35 27 1 63 Total Volume 92 324 29 445 23 83 61 167 4 403 21 428 136 143 11 290 % App. Total 20.7 72.8 6.5 13.8 49.7 36.5 0.9 94.2 4.9 46.9 49.3 3.8 PHF .767 .827 .906 .883 .575 .830 .763 .852 .333 .806 .750 .817 .694 .872 .550 .824 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-366 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Passenger Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 13 73 7 1 93 6 16 11 6 33 3 65 9 2 77 20 24 6 2 50 11 253 264 04:15 PM 12 78 9 1 99 10 13 10 7 33 0 97 9 3 106 31 36 5 2 72 13 310 323 04:30 PM 19 73 5 1 97 5 19 12 6 36 0 81 9 2 90 47 37 2 1 86 10 309 319 04:45 PM 21 56 9 2 86 6 21 18 7 45 1 102 6 0 109 20 41 2 1 63 10 303 313 Total 65 280 30 5 375 27 69 51 26 147 4 345 33 7 382 118 138 15 6 271 44 1175 1219 05:00 PM 14 78 5 2 97 2 24 14 4 40 0 85 7 4 92 35 27 1 0 63 10 292 302 05:15 PM 20 98 7 1 125 1 19 10 3 30 0 76 7 2 83 12 22 2 1 36 7 274 281 05:30 PM 25 77 7 1 109 6 17 9 6 32 1 101 4 2 106 6 22 4 2 32 11 279 290 05:45 PM 29 64 7 2 100 3 20 29 19 52 3 121 3 0 127 2 9 1 1 12 22 291 313 Total 88 317 26 6 431 12 80 62 32 154 4 383 21 8 408 55 80 8 4 143 50 1136 1186 Grand Total 153 597 56 11 806 39 149 113 58 301 8 728 54 15 790 173 218 23 10 414 94 2311 2405 Apprch %19 74.1 6.9 13 49.5 37.5 1 92.2 6.8 41.8 52.7 5.6 Total %6.6 25.8 2.4 34.9 1.7 6.4 4.9 13 0.3 31.5 2.3 34.2 7.5 9.4 1 17.9 3.9 96.1 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 12 78 9 99 10 13 10 33 0 97 9 106 31 36 5 72 310 04:30 PM 19 73 5 97 5 19 12 36 0 81 9 90 47 37 2 86 309 04:45 PM 21 56 9 86 6 21 18 45 1 102 6 109 20 41 2 63 303 05:00 PM 14 78 5 97 2 24 14 40 0 85 7 92 35 27 1 63 292 Total Volume 66 285 28 379 23 77 54 154 1 365 31 397 133 141 10 284 1214 % App. Total 17.4 75.2 7.4 14.9 50 35.1 0.3 91.9 7.8 46.8 49.6 3.5 PHF .786 .913 .778 .957 .575 .802 .750 .856 .250 .895 .861 .911 .707 .860 .500 .826 .979 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-367 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 28 Thru 285 Left 66 InOut Total 552 379 931 Right54 Thru77 Left23 OutTotalIn238 154 392 Left 1 Thru 365 Right 31 Out TotalIn 318 397 715 Left133 Thru141 Right10 TotalOutIn106 284 390 Peak Hour Begins at 04:15 PM Passenger Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-368 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.12 78 9 99 10 13 10 33 0 97 9 106 31 36 5 72 +15 mins.19 73 5 97 5 19 12 36 0 81 9 90 47 37 2 86 +30 mins.21 56 9 86 6 21 18 45 1 102 6 109 20 41 2 63 +45 mins.14 78 5 97 2 24 14 40 0 85 7 92 35 27 1 63 Total Volume 66 285 28 379 23 77 54 154 1 365 31 397 133 141 10 284 % App. Total 17.4 75.2 7.4 14.9 50 35.1 0.3 91.9 7.8 46.8 49.6 3.5 PHF .786 .913 .778 .957 .575 .802 .750 .856 .250 .895 .861 .911 .707 .860 .500 .826 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-369 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- Large 2 Axle Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 3 0 0 5 1 0 1 0 2 0 2 0 0 2 2 1 0 0 3 0 12 12 04:15 PM 0 2 0 0 2 0 2 1 1 3 0 1 0 0 1 0 2 0 0 2 1 8 9 04:30 PM 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 1 0 0 0 1 0 4 4 04:45 PM 0 1 0 0 1 0 1 2 0 3 0 0 0 0 0 0 0 0 0 0 0 4 4 Total 2 7 0 0 9 1 4 4 1 9 0 4 0 0 4 3 3 0 0 6 1 28 29 05:00 PM 2 1 0 0 3 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 6 6 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 2 05:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 1 0 0 0 1 0 3 3 Total 2 2 0 0 4 0 1 0 0 1 0 6 0 0 6 1 0 0 0 1 0 12 12 Grand Total 4 9 0 0 13 1 5 4 1 10 0 10 0 0 10 4 3 0 0 7 1 40 41 Apprch %30.8 69.2 0 10 50 40 0 100 0 57.1 42.9 0 Total %10 22.5 0 32.5 2.5 12.5 10 25 0 25 0 25 10 7.5 0 17.5 2.4 97.6 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 2 0 2 0 2 1 3 0 1 0 1 0 2 0 2 8 04:30 PM 0 1 0 1 0 1 0 1 0 1 0 1 1 0 0 1 4 04:45 PM 0 1 0 1 0 1 2 3 0 0 0 0 0 0 0 0 4 05:00 PM 2 1 0 3 0 1 0 1 0 2 0 2 0 0 0 0 6 Total Volume 2 5 0 7 0 5 3 8 0 4 0 4 1 2 0 3 22 % App. Total 28.6 71.4 0 0 62.5 37.5 0 100 0 33.3 66.7 0 PHF .250 .625 .000 .583 .000 .625 .375 .667 .000 .500 .000 .500 .250 .250 .000 .375 .688 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-370 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 0 Thru 5 Left 2 InOut Total 8 7 15 Right3 Thru5 Left0 OutTotalIn4 8 12 Left 0 Thru 4 Right 0 Out TotalIn 5 4 9 Left1 Thru2 Right0 TotalOutIn5 3 8 Peak Hour Begins at 04:15 PM Large 2 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-371 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 2 0 2 0 2 1 3 0 1 0 1 0 2 0 2 +15 mins.0 1 0 1 0 1 0 1 0 1 0 1 1 0 0 1 +30 mins.0 1 0 1 0 1 2 3 0 0 0 0 0 0 0 0 +45 mins.2 1 0 3 0 1 0 1 0 2 0 2 0 0 0 0 Total Volume 2 5 0 7 0 5 3 8 0 4 0 4 1 2 0 3 % App. Total 28.6 71.4 0 0 62.5 37.5 0 100 0 33.3 66.7 0 PHF .250 .625 .000 .583 .000 .625 .375 .667 .000 .500 .000 .500 .250 .250 .000 .375 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-372 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 3 Axle Vehicles Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 1 1 0 3 0 0 0 0 0 0 2 0 0 2 1 0 1 0 2 0 7 7 04:15 PM 0 2 3 1 5 0 0 1 1 1 0 1 0 0 1 0 0 0 0 0 2 7 9 04:30 PM 0 0 0 0 0 0 0 1 1 1 0 1 0 0 1 1 0 0 0 1 1 3 4 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 1 Total 1 3 4 1 8 0 0 2 2 2 0 5 0 0 5 2 0 1 0 3 3 18 21 05:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 1 05:30 PM 0 0 0 0 0 0 0 1 1 1 0 1 0 0 1 0 0 0 0 0 1 2 3 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 1 Total 0 1 0 0 1 0 0 1 1 1 0 2 0 0 2 1 0 0 0 1 1 5 6 Grand Total 1 4 4 1 9 0 0 3 3 3 0 7 0 0 7 3 0 1 0 4 4 23 27 Apprch %11.1 44.4 44.4 0 0 100 0 100 0 75 0 25 Total %4.3 17.4 17.4 39.1 0 0 13 13 0 30.4 0 30.4 13 0 4.3 17.4 14.8 85.2 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 2 3 5 0 0 1 1 0 1 0 1 0 0 0 0 7 04:30 PM 0 0 0 0 0 0 1 1 0 1 0 1 1 0 0 1 3 04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 05:00 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 3 3 6 0 0 2 2 0 3 0 3 1 0 0 1 12 % App. Total 0 50 50 0 0 100 0 100 0 100 0 0 PHF .000 .375 .250 .300 .000 .000 .500 .500 .000 .750 .000 .750 .250 .000 .000 .250 .429 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-373 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 3 Thru 3 Left 0 InOut Total 6 6 12 Right2 Thru0 Left0 OutTotalIn0 2 2 Left 0 Thru 3 Right 0 Out TotalIn 3 3 6 Left1 Thru0 Right0 TotalOutIn3 1 4 Peak Hour Begins at 04:15 PM 3 Axle Vehicles Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-374 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 2 3 5 0 0 1 1 0 1 0 1 0 0 0 0 +15 mins.0 0 0 0 0 0 1 1 0 1 0 1 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 0 0 0 0 Total Volume 0 3 3 6 0 0 2 2 0 3 0 3 1 0 0 1 % App. Total 0 50 50 0 0 100 0 100 0 100 0 0 PHF .000 .375 .250 .300 .000 .000 .500 .500 .000 .750 .000 .750 .250 .000 .000 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-375 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 1 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Groups Printed- 4+ Axle Trucks Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana Avenue Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 3 2 1 5 0 0 0 0 0 0 2 0 0 2 1 1 1 0 3 1 10 11 04:15 PM 0 8 0 0 8 0 0 1 0 1 3 2 0 0 5 0 0 0 0 0 0 14 14 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 3 3 04:45 PM 0 2 1 0 3 0 1 0 0 1 0 3 0 0 3 1 0 1 0 2 0 9 9 Total 0 13 3 1 16 0 1 1 0 2 3 10 0 0 13 2 1 2 0 5 1 36 37 05:00 PM 1 2 1 0 4 0 0 1 1 1 0 5 0 0 5 0 0 0 0 0 1 10 11 05:15 PM 0 0 1 0 1 1 0 0 0 1 0 2 0 0 2 0 0 0 0 0 0 4 4 05:30 PM 0 0 1 1 1 1 0 0 0 1 0 3 0 0 3 2 0 0 0 2 1 7 8 05:45 PM 1 2 0 0 3 0 0 0 0 0 0 2 0 0 2 1 0 1 1 2 1 7 8 Total 2 4 3 1 9 2 0 1 1 3 0 12 0 0 12 3 0 1 1 4 3 28 31 Grand Total 2 17 6 2 25 2 1 2 1 5 3 22 0 0 25 5 1 3 1 9 4 64 68 Apprch %8 68 24 40 20 40 12 88 0 55.6 11.1 33.3 Total %3.1 26.6 9.4 39.1 3.1 1.6 3.1 7.8 4.7 34.4 0 39.1 7.8 1.6 4.7 14.1 5.9 94.1 Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 0 8 0 8 0 0 1 1 3 2 0 5 0 0 0 0 14 04:30 PM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3 04:45 PM 0 2 1 3 0 1 0 1 0 3 0 3 1 0 1 2 9 05:00 PM 1 2 1 4 0 0 1 1 0 5 0 5 0 0 0 0 10 Total Volume 1 12 2 15 0 1 2 3 3 13 0 16 1 0 1 2 36 % App. Total 6.7 80 13.3 0 33.3 66.7 18.8 81.2 0 50 0 50 PHF .250 .375 .500 .469 .000 .250 .500 .750 .250 .650 .000 .800 .250 .000 .250 .250 .643 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-376 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 2 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Santa Ana Avenue Santa Ana Avenue Citrus Avenue Right 2 Thru 12 Left 1 InOut Total 16 15 31 Right2 Thru1 Left0 OutTotalIn1 3 4 Left 3 Thru 13 Right 0 Out TotalIn 13 16 29 Left1 Thru0 Right1 TotalOutIn6 2 8 Peak Hour Begins at 04:15 PM 4+ Axle Trucks Peak Hour Data North Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-377 File Name : 16_FON_Cit_SA PM Site Code : 221069 Start Date : 12/1/2022 Page No : 3 City of Fontana N/S: Citrus Avenue E/W: Santa Ana Avenue Weather: Clear Citrus Avenue Southbound Santa Ana Avenue Westbound Citrus Avenue Northbound Santa Ana 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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:15 PM 04:15 PM 04:15 PM +0 mins.0 8 0 8 0 0 1 1 3 2 0 5 0 0 0 0 +15 mins.0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 +30 mins.0 2 1 3 0 1 0 1 0 3 0 3 1 0 1 2 +45 mins.1 2 1 4 0 0 1 1 0 5 0 5 0 0 0 0 Total Volume 1 12 2 15 0 1 2 3 3 13 0 16 1 0 1 2 % App. Total 6.7 80 13.3 0 33.3 66.7 18.8 81.2 0 50 0 50 PHF .250 .375 .500 .469 .000 .250 .500 .750 .250 .650 .000 .800 .250 .000 .250 .250 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951)268-6268 3.1-378 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: North Leg East Leg South Leg West Leg Citrus Avenue Santa Ana Avenue Citrus Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00011 02204 03003 02002 10001 00000 172111 North Leg East Leg South Leg West Leg Citrus Avenue Santa Ana Avenue Citrus Avenue Santa Ana Avenue Pedestrians Pedestrians Pedestrians Pedestrians 00000 00000 00303 00000 00000 00011 00000 00000 00314 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 Santa Ana Avenue PEDESTRIANS Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-379 Location: Date: 12/1/2022 N/S: Day: Thursday E/W: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000000000 1 000000000000 0 000000010000 1 000000000000 0 000000000000 0 000000000200 2 000000000000 0 001000000000 1 011000010200 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0 000000000000 0 010000000010 2 000000000000 0 000000000000 0 000000000010 1 000000000000 0 000000000000 0 010000000020 3 Santa Ana Avenue TOTAL VOLUMES: Citrus Avenue Santa Ana Avenue Citrus Avenue Santa Ana Avenue Southbound Westbound Northbound Eastbound 5:30 PM 5:45 PM Citrus Avenue Santa Ana 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 Santa Ana Avenue Citrus Avenue Fontana BICYCLES 7:30 AM 7:00 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951‐268‐62683.1-380 Page 1 City of Fontana Beech Avenue S/ Driveway 24 Hour Directional Classification Count FON005 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 11 0 0 0 0 0 2 6 0 0 0 0 19 01:00 0 22 0 0 0 0 0 2 6 0 0 0 0 30 02:00 0 21 0 0 0 0 0 1 3 0 0 0 0 25 03:00 0 22 3 0 0 0 0 0 1 0 0 0 0 26 04:00 0 80 5 0 2 0 0 0 4 0 0 0 0 91 05:00 0 72 9 0 0 0 0 2 4 0 0 0 0 87 06:00 2 105 9 1 3 0 0 2 13 0 0 0 0 135 07:00 0 161 23 0 3 0 0 3 7 0 0 0 0 197 08:00 0 119 19 0 6 1 0 2 11 0 0 0 0 158 09:00 0 73 8 0 8 1 0 1 11 0 0 0 0 102 10:00 0 57 12 1 8 0 0 8 14 0 0 0 0 100 11:00 0 66 8 0 11 1 0 4 11 0 0 0 0 101 12 PM 0 73 17 0 2 1 0 7 8 0 0 0 0 108 13:00 1 89 20 0 8 0 0 2 11 0 0 0 0 131 14:00 0 77 13 1 4 0 0 6 7 0 0 0 0 108 15:00 0 123 20 1 10 2 0 7 19 0 0 0 0 182 16:00 0 94 24 1 5 1 0 10 5 0 0 0 0 140 17:00 0 68 10 1 4 0 0 2 7 0 0 0 0 92 18:00 0 38 5 0 2 0 0 2 4 0 0 0 0 51 19:00 0 24 3 0 1 0 0 1 5 0 0 0 0 34 20:00 0 21 1 0 1 0 0 0 4 0 0 0 0 27 21:00 0 15 0 0 0 0 0 0 3 0 0 0 0 18 22:00 0 25 1 0 0 0 0 1 3 0 0 0 0 30 23:00 0 14 2 0 0 0 0 0 2 0 0 0 0 18 Total 3 1470 212 6 78 7 0 65 169 0 0 0 0 2010 Percent 0.1% 73.1% 10.5% 0.3% 3.9% 0.3% 0.0% 3.2% 8.4% 0.0% 0.0% 0.0% 0.0% AM Peak 06:00 07:00 07:00 06:00 11:00 08:00 10:00 10:00 07:00 Vol. 2 161 23 1 11 1 8 14 197 PM Peak 13:00 15:00 16:00 14:00 15:00 15:00 16:00 15:00 15:00 Vol. 1 123 24 1 10 2 10 19 182 Grand Total 3 1470 212 6 78 7 0 65 169 0 0 0 0 2010 Percent 0.1% 73.1% 10.5% 0.3% 3.9% 0.3% 0.0% 3.2% 8.4% 0.0% 0.0% 0.0% 0.0% 3.1-381 Page 2 City of Fontana Beech Avenue S/ Driveway 24 Hour Directional Classification Count FON005 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 10 0 0 3 0 0 1 2 0 0 0 0 16 01:00 0 7 0 0 1 0 0 1 6 0 0 0 0 15 02:00 0 4 0 0 0 1 0 0 1 0 0 0 0 6 03:00 0 27 0 0 0 0 0 0 2 0 0 0 0 29 04:00 0 27 0 0 1 0 1 2 1 1 0 0 0 33 05:00 0 54 0 0 2 2 0 0 0 1 0 0 0 59 06:00 0 35 0 0 1 1 0 3 4 0 0 0 0 44 07:00 0 54 13 0 3 0 0 1 9 0 0 0 0 80 08:00 0 35 10 0 0 2 0 3 11 0 0 0 0 61 09:00 0 37 13 0 6 1 0 3 8 0 0 0 0 68 10:00 0 38 13 0 6 0 0 1 11 0 0 0 0 69 11:00 0 41 11 0 4 2 1 3 9 0 0 0 0 71 12 PM 1 63 20 0 7 1 0 7 4 0 0 0 0 103 13:00 1 102 21 0 7 1 0 2 8 0 0 0 0 142 14:00 0 57 27 1 8 2 0 5 11 0 0 0 0 111 15:00 0 122 28 0 12 2 0 4 2 0 0 0 0 170 16:00 0 107 12 0 4 0 0 7 4 0 0 0 0 134 17:00 0 93 0 0 3 0 0 4 5 0 0 0 0 105 18:00 0 51 1 0 0 0 0 3 6 0 0 0 0 61 19:00 0 43 0 0 1 1 0 2 6 0 0 0 0 53 20:00 0 39 2 0 1 0 1 0 6 0 0 0 0 49 21:00 0 22 0 0 1 0 0 0 4 0 0 0 0 27 22:00 0 19 0 0 1 0 0 1 1 0 0 0 0 22 23:00 0 20 0 0 0 1 0 1 4 0 0 0 0 26 Total 2 1107 171 1 72 17 3 54 125 2 0 0 0 1554 Percent 0.1% 71.2% 11.0% 0.1% 4.6% 1.1% 0.2% 3.5% 8.0% 0.1% 0.0% 0.0% 0.0% AM Peak 05:00 07:00 09:00 05:00 04:00 06:00 08:00 04:00 07:00 Vol. 54 13 6 2 1 3 11 1 80 PM Peak 12:00 15:00 15:00 14:00 15:00 14:00 20:00 12:00 14:00 15:00 Vol. 1 122 28 1 12 2 1 7 11 170 Grand Total 2 1107 171 1 72 17 3 54 125 2 0 0 0 1554 Percent 0.1% 71.2% 11.0% 0.1% 4.6% 1.1% 0.2% 3.5% 8.0% 0.1% 0.0% 0.0% 0.0% 3.1-382 Page 3 City of Fontana Beech Avenue S/ Driveway 24 Hour Directional Classification Count FON005 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 21 0 0 3 0 0 3 8 0 0 0 0 35 01:00 0 29 0 0 1 0 0 3 12 0 0 0 0 45 02:00 0 25 0 0 0 1 0 1 4 0 0 0 0 31 03:00 0 49 3 0 0 0 0 0 3 0 0 0 0 55 04:00 0 107 5 0 3 0 1 2 5 1 0 0 0 124 05:00 0 126 9 0 2 2 0 2 4 1 0 0 0 146 06:00 2 140 9 1 4 1 0 5 17 0 0 0 0 179 07:00 0 215 36 0 6 0 0 4 16 0 0 0 0 277 08:00 0 154 29 0 6 3 0 5 22 0 0 0 0 219 09:00 0 110 21 0 14 2 0 4 19 0 0 0 0 170 10:00 0 95 25 1 14 0 0 9 25 0 0 0 0 169 11:00 0 107 19 0 15 3 1 7 20 0 0 0 0 172 12 PM 1 136 37 0 9 2 0 14 12 0 0 0 0 211 13:00 2 191 41 0 15 1 0 4 19 0 0 0 0 273 14:00 0 134 40 2 12 2 0 11 18 0 0 0 0 219 15:00 0 245 48 1 22 4 0 11 21 0 0 0 0 352 16:00 0 201 36 1 9 1 0 17 9 0 0 0 0 274 17:00 0 161 10 1 7 0 0 6 12 0 0 0 0 197 18:00 0 89 6 0 2 0 0 5 10 0 0 0 0 112 19:00 0 67 3 0 2 1 0 3 11 0 0 0 0 87 20:00 0 60 3 0 2 0 1 0 10 0 0 0 0 76 21:00 0 37 0 0 1 0 0 0 7 0 0 0 0 45 22:00 0 44 1 0 1 0 0 2 4 0 0 0 0 52 23:00 0 34 2 0 0 1 0 1 6 0 0 0 0 44 Total 5 2577 383 7 150 24 3 119 294 2 0 0 0 3564 Percent 0.1% 72.3% 10.7% 0.2% 4.2% 0.7% 0.1% 3.3% 8.2% 0.1% 0.0% 0.0% 0.0% AM Peak 06:00 07:00 07:00 06:00 11:00 08:00 04:00 10:00 10:00 04:00 07:00 Vol. 2 215 36 1 15 3 1 9 25 1 277 PM Peak 13:00 15:00 15:00 14:00 15:00 15:00 20:00 16:00 15:00 15:00 Vol. 2 245 48 2 22 4 1 17 21 352 Grand Total 5 2577 383 7 150 24 3 119 294 2 0 0 0 3564 Percent 0.1% 72.3% 10.7% 0.2% 4.2% 0.7% 0.1% 3.3% 8.2% 0.1% 0.0% 0.0% 0.0% 3.1-383 Page 1 City of Fontana Cherry Avenue S/ Slover Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 70 5 0 0 0 0 0 15 0 4 0 0 94 01:00 0 59 1 0 0 0 0 6 12 0 5 0 0 83 02:00 0 66 1 0 1 0 0 3 7 0 1 0 0 79 03:00 0 111 9 0 1 0 0 6 23 0 10 0 0 160 04:00 0 196 2 0 1 0 0 5 34 0 3 0 0 241 05:00 0 274 25 0 18 2 0 8 20 0 2 0 0 349 06:00 0 382 22 2 16 3 0 15 39 0 2 0 0 481 07:00 2 661 51 2 13 5 0 11 39 0 2 1 0 787 08:00 1 615 35 4 15 7 0 17 43 0 0 0 0 737 09:00 0 368 14 1 10 5 0 15 30 1 2 0 0 446 10:00 0 358 31 0 13 8 2 25 54 0 2 0 0 493 11:00 0 355 29 2 19 4 0 25 41 0 1 0 0 476 12 PM 0 413 84 0 18 4 0 18 45 0 0 0 0 582 13:00 1 429 94 1 11 3 0 19 38 0 0 1 0 597 14:00 1 578 128 8 12 7 0 24 36 0 3 0 0 797 15:00 0 634 130 2 13 0 0 16 35 0 0 0 0 830 16:00 1 531 122 5 6 1 0 14 28 0 1 0 0 709 17:00 0 538 36 0 2 0 0 15 34 0 0 0 0 625 18:00 0 388 22 0 4 0 0 10 18 0 0 0 0 442 19:00 0 300 20 0 6 2 0 10 22 0 0 0 0 360 20:00 0 227 18 0 3 1 0 11 19 0 1 0 0 280 21:00 0 195 19 0 0 0 0 9 15 0 2 0 0 240 22:00 0 127 8 0 1 0 0 15 10 0 9 0 0 170 23:00 0 93 10 0 0 0 0 6 17 0 3 1 0 130 Total 6 7968 916 27 183 52 2 303 674 1 53 3 0 10188 Percent 0.1% 78.2% 9.0% 0.3% 1.8% 0.5% 0.0% 3.0% 6.6% 0.0% 0.5% 0.0% 0.0% AM Peak 07:00 07:00 07:00 08:00 11:00 10:00 10:00 10:00 10:00 09:00 03:00 07:00 07:00 Vol. 2 661 51 4 19 8 2 25 54 1 10 1 787 PM Peak 13:00 15:00 15:00 14:00 12:00 14:00 14:00 12:00 22:00 13:00 15:00 Vol. 1 634 130 8 18 7 24 45 9 1 830 Grand Total 6 7968 916 27 183 52 2 303 674 1 53 3 0 10188 Percent 0.1% 78.2% 9.0% 0.3% 1.8% 0.5% 0.0% 3.0% 6.6% 0.0% 0.5% 0.0% 0.0% 3.1-384 Page 2 City of Fontana Cherry Avenue S/ Slover Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 95 2 0 0 0 0 11 7 0 3 0 0 118 01:00 0 71 4 0 0 0 0 5 12 0 1 0 0 93 02:00 0 67 3 0 0 0 0 7 11 0 3 1 0 92 03:00 0 162 6 0 2 0 0 13 13 0 1 0 0 197 04:00 1 251 9 0 1 0 0 10 14 0 1 0 0 287 05:00 0 600 42 0 9 2 0 8 18 0 5 0 0 684 06:00 0 429 72 3 7 4 1 22 19 0 5 0 0 562 07:00 0 672 99 8 12 1 1 15 39 0 4 0 0 851 08:00 0 603 113 4 26 4 0 19 42 0 2 0 0 813 09:00 1 348 66 2 19 9 0 14 41 0 6 0 0 506 10:00 0 337 77 1 25 2 1 20 42 0 5 0 0 510 11:00 0 404 77 0 21 2 0 28 49 0 1 0 0 582 12 PM 0 378 66 0 13 4 1 15 42 0 5 0 0 524 13:00 0 474 66 1 17 10 0 20 31 0 4 0 0 623 14:00 0 624 90 6 15 9 0 32 37 0 4 0 0 817 15:00 1 709 93 3 14 4 0 18 43 0 3 0 0 888 16:00 3 710 95 0 13 2 0 35 32 0 0 0 0 890 17:00 1 723 21 0 7 2 0 19 32 0 1 0 0 806 18:00 0 576 16 0 5 1 0 19 18 0 2 0 0 637 19:00 0 376 14 0 1 1 0 18 22 0 1 0 0 433 20:00 0 367 11 0 0 0 0 22 19 0 1 0 0 420 21:00 1 266 8 0 1 0 0 14 17 0 1 1 0 309 22:00 1 212 8 0 2 0 0 13 24 0 0 0 0 260 23:00 0 156 5 0 0 0 0 9 18 0 1 0 0 189 Total 9 9610 1063 28 210 57 4 406 642 0 60 2 0 12091 Percent 0.1% 79.5% 8.8% 0.2% 1.7% 0.5% 0.0% 3.4% 5.3% 0.0% 0.5% 0.0% 0.0% AM Peak 04:00 07:00 08:00 07:00 08:00 09:00 06:00 11:00 11:00 09:00 02:00 07:00 Vol. 1 672 113 8 26 9 1 28 49 6 1 851 PM Peak 16:00 17:00 16:00 14:00 13:00 13:00 12:00 16:00 15:00 12:00 21:00 16:00 Vol. 3 723 95 6 17 10 1 35 43 5 1 890 Grand Total 9 9610 1063 28 210 57 4 406 642 0 60 2 0 12091 Percent 0.1% 79.5% 8.8% 0.2% 1.7% 0.5% 0.0% 3.4% 5.3% 0.0% 0.5% 0.0% 0.0% 3.1-385 Page 3 City of Fontana Cherry Avenue S/ Slover Avenue 24 Hour Directional Classification Count FON001 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 165 7 0 0 0 0 11 22 0 7 0 0 212 01:00 0 130 5 0 0 0 0 11 24 0 6 0 0 176 02:00 0 133 4 0 1 0 0 10 18 0 4 1 0 171 03:00 0 273 15 0 3 0 0 19 36 0 11 0 0 357 04:00 1 447 11 0 2 0 0 15 48 0 4 0 0 528 05:00 0 874 67 0 27 4 0 16 38 0 7 0 0 1033 06:00 0 811 94 5 23 7 1 37 58 0 7 0 0 1043 07:00 2 1333 150 10 25 6 1 26 78 0 6 1 0 1638 08:00 1 1218 148 8 41 11 0 36 85 0 2 0 0 1550 09:00 1 716 80 3 29 14 0 29 71 1 8 0 0 952 10:00 0 695 108 1 38 10 3 45 96 0 7 0 0 1003 11:00 0 759 106 2 40 6 0 53 90 0 2 0 0 1058 12 PM 0 791 150 0 31 8 1 33 87 0 5 0 0 1106 13:00 1 903 160 2 28 13 0 39 69 0 4 1 0 1220 14:00 1 1202 218 14 27 16 0 56 73 0 7 0 0 1614 15:00 1 1343 223 5 27 4 0 34 78 0 3 0 0 1718 16:00 4 1241 217 5 19 3 0 49 60 0 1 0 0 1599 17:00 1 1261 57 0 9 2 0 34 66 0 1 0 0 1431 18:00 0 964 38 0 9 1 0 29 36 0 2 0 0 1079 19:00 0 676 34 0 7 3 0 28 44 0 1 0 0 793 20:00 0 594 29 0 3 1 0 33 38 0 2 0 0 700 21:00 1 461 27 0 1 0 0 23 32 0 3 1 0 549 22:00 1 339 16 0 3 0 0 28 34 0 9 0 0 430 23:00 0 249 15 0 0 0 0 15 35 0 4 1 0 319 Total 15 17578 1979 55 393 109 6 709 1316 1 113 5 0 22279 Percent 0.1% 78.9% 8.9% 0.2% 1.8% 0.5% 0.0% 3.2% 5.9% 0.0% 0.5% 0.0% 0.0% AM Peak 07:00 07:00 07:00 07:00 08:00 09:00 10:00 11:00 10:00 09:00 03:00 02:00 07:00 Vol. 2 1333 150 10 41 14 3 53 96 1 11 1 1638 PM Peak 16:00 15:00 15:00 14:00 12:00 14:00 12:00 14:00 12:00 22:00 13:00 15:00 Vol. 4 1343 223 14 31 16 1 56 87 9 1 1718 Grand Total 15 17578 1979 55 393 109 6 709 1316 1 113 5 0 22279 Percent 0.1% 78.9% 8.9% 0.2% 1.8% 0.5% 0.0% 3.2% 5.9% 0.0% 0.5% 0.0% 0.0% 3.1-386 Page 1 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON006 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 1 48 2 0 3 0 0 2 7 0 0 0 0 63 01:00 0 31 2 0 1 1 0 2 10 0 0 0 0 47 02:00 0 49 2 0 1 0 0 2 8 0 0 0 0 62 03:00 0 63 3 0 2 0 0 2 9 0 0 0 0 79 04:00 2 185 6 0 7 0 0 3 13 0 0 0 0 216 05:00 0 161 13 0 2 0 0 4 8 0 0 0 0 188 06:00 0 263 12 2 7 1 0 2 3 0 0 0 0 290 07:00 2 406 48 0 10 1 0 6 21 0 0 0 0 494 08:00 0 372 56 0 7 1 0 6 20 0 1 0 0 463 09:00 0 230 42 0 6 4 0 11 27 0 0 0 0 320 10:00 0 204 35 0 10 0 0 12 32 0 0 0 0 293 11:00 0 208 45 0 13 2 0 11 31 0 0 0 0 310 12 PM 0 238 40 1 12 1 0 13 25 0 2 0 0 332 13:00 1 330 47 2 13 2 0 9 28 0 0 0 0 432 14:00 1 448 60 1 16 2 0 7 15 0 1 0 0 551 15:00 1 493 61 2 11 1 0 10 13 1 0 0 0 593 16:00 1 479 47 3 8 1 0 9 11 0 1 0 0 560 17:00 0 483 24 0 6 1 0 4 14 0 0 0 0 532 18:00 0 328 22 0 2 0 0 9 9 0 0 0 0 370 19:00 0 161 7 0 2 0 0 6 7 0 0 0 0 183 20:00 0 102 9 0 1 0 0 3 9 0 0 0 0 124 21:00 0 116 4 0 2 0 0 0 7 0 0 0 0 129 22:00 0 74 5 0 1 0 0 3 8 0 0 0 0 91 23:00 0 57 3 0 0 0 0 2 15 0 0 0 0 77 Total 9 5529 595 11 143 18 0 138 350 1 5 0 0 6799 Percent 0.1% 81.3% 8.8% 0.2% 2.1% 0.3% 0.0% 2.0% 5.1% 0.0% 0.1% 0.0% 0.0% AM Peak 04:00 07:00 08:00 06:00 11:00 09:00 10:00 10:00 08:00 07:00 Vol. 2 406 56 2 13 4 12 32 1 494 PM Peak 13:00 15:00 15:00 16:00 14:00 13:00 12:00 13:00 15:00 12:00 15:00 Vol. 1 493 61 3 16 2 13 28 1 2 593 Grand Total 9 5529 595 11 143 18 0 138 350 1 5 0 0 6799 Percent 0.1% 81.3% 8.8% 0.2% 2.1% 0.3% 0.0% 2.0% 5.1% 0.0% 0.1% 0.0% 0.0% 3.1-387 Page 2 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON006 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 57 5 0 0 0 0 1 2 0 0 0 0 65 01:00 0 23 1 0 0 0 0 1 3 0 0 0 0 28 02:00 0 32 1 0 0 0 0 4 5 0 0 0 0 42 03:00 0 87 10 0 0 0 0 1 8 0 0 0 0 106 04:00 0 194 10 0 2 0 0 1 7 0 0 0 0 214 05:00 0 241 20 1 0 3 0 0 8 0 0 0 0 273 06:00 1 244 33 2 3 1 0 1 15 0 0 0 0 300 07:00 1 280 29 5 2 2 0 2 15 0 0 0 0 336 08:00 1 238 55 2 4 3 0 12 36 0 0 0 0 351 09:00 1 179 34 2 3 2 0 8 28 0 0 0 0 257 10:00 1 144 37 0 14 2 0 7 24 0 0 0 0 229 11:00 1 188 44 2 12 1 0 10 24 0 0 0 0 282 12 PM 0 193 35 1 17 2 0 4 27 0 0 0 0 279 13:00 3 297 54 2 8 3 0 5 21 0 0 0 0 393 14:00 0 302 49 0 13 0 0 2 10 0 0 0 0 376 15:00 2 282 66 2 3 1 0 6 12 0 0 0 0 374 16:00 0 324 55 4 4 3 0 3 16 0 0 0 0 409 17:00 0 383 38 0 3 0 0 2 9 0 0 0 0 435 18:00 0 320 23 0 2 0 0 2 14 0 0 0 0 361 19:00 0 237 11 0 0 1 0 3 11 0 0 0 0 263 20:00 0 185 7 0 2 0 0 4 10 0 0 0 0 208 21:00 0 164 9 0 0 0 0 2 14 0 0 0 0 189 22:00 0 121 7 0 0 0 0 1 8 0 0 0 0 137 23:00 0 94 5 0 0 0 0 1 8 0 0 0 0 108 Total 11 4809 638 23 92 24 0 83 335 0 0 0 0 6015 Percent 0.2% 80.0% 10.6% 0.4% 1.5% 0.4% 0.0% 1.4% 5.6% 0.0% 0.0% 0.0% 0.0% AM Peak 06:00 07:00 08:00 07:00 10:00 05:00 08:00 08:00 08:00 Vol. 1 280 55 5 14 3 12 36 351 PM Peak 13:00 17:00 15:00 16:00 12:00 13:00 15:00 12:00 17:00 Vol. 3 383 66 4 17 3 6 27 435 Grand Total 11 4809 638 23 92 24 0 83 335 0 0 0 0 6015 Percent 0.2% 80.0% 10.6% 0.4% 1.5% 0.4% 0.0% 1.4% 5.6% 0.0% 0.0% 0.0% 0.0% 3.1-388 Page 3 City of Fontana Citrus Avenue N/ Santa Ana Avenue 24 Hour Directional Classification Count FON006 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 1 105 7 0 3 0 0 3 9 0 0 0 0 128 01:00 0 54 3 0 1 1 0 3 13 0 0 0 0 75 02:00 0 81 3 0 1 0 0 6 13 0 0 0 0 104 03:00 0 150 13 0 2 0 0 3 17 0 0 0 0 185 04:00 2 379 16 0 9 0 0 4 20 0 0 0 0 430 05:00 0 402 33 1 2 3 0 4 16 0 0 0 0 461 06:00 1 507 45 4 10 2 0 3 18 0 0 0 0 590 07:00 3 686 77 5 12 3 0 8 36 0 0 0 0 830 08:00 1 610 111 2 11 4 0 18 56 0 1 0 0 814 09:00 1 409 76 2 9 6 0 19 55 0 0 0 0 577 10:00 1 348 72 0 24 2 0 19 56 0 0 0 0 522 11:00 1 396 89 2 25 3 0 21 55 0 0 0 0 592 12 PM 0 431 75 2 29 3 0 17 52 0 2 0 0 611 13:00 4 627 101 4 21 5 0 14 49 0 0 0 0 825 14:00 1 750 109 1 29 2 0 9 25 0 1 0 0 927 15:00 3 775 127 4 14 2 0 16 25 1 0 0 0 967 16:00 1 803 102 7 12 4 0 12 27 0 1 0 0 969 17:00 0 866 62 0 9 1 0 6 23 0 0 0 0 967 18:00 0 648 45 0 4 0 0 11 23 0 0 0 0 731 19:00 0 398 18 0 2 1 0 9 18 0 0 0 0 446 20:00 0 287 16 0 3 0 0 7 19 0 0 0 0 332 21:00 0 280 13 0 2 0 0 2 21 0 0 0 0 318 22:00 0 195 12 0 1 0 0 4 16 0 0 0 0 228 23:00 0 151 8 0 0 0 0 3 23 0 0 0 0 185 Total 20 10338 1233 34 235 42 0 221 685 1 5 0 0 12814 Percent 0.2% 80.7% 9.6% 0.3% 1.8% 0.3% 0.0% 1.7% 5.3% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 08:00 07:00 11:00 09:00 11:00 08:00 08:00 07:00 Vol. 3 686 111 5 25 6 21 56 1 830 PM Peak 13:00 17:00 15:00 16:00 12:00 13:00 12:00 12:00 15:00 12:00 16:00 Vol. 4 866 127 7 29 5 17 52 1 2 969 Grand Total 20 10338 1233 34 235 42 0 221 685 1 5 0 0 12814 Percent 0.2% 80.7% 9.6% 0.3% 1.8% 0.3% 0.0% 1.7% 5.3% 0.0% 0.0% 0.0% 0.0% 3.1-389 Page 1 City of Fontana Hemlock Avenue S/ Driveway 24 Hour Directional Classification Count FON004 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 4 0 0 0 0 0 0 0 0 0 0 0 4 01:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 02:00 0 7 0 0 0 0 0 0 1 0 0 0 0 8 03:00 0 8 1 0 0 0 0 0 1 0 0 0 0 10 04:00 0 8 1 0 0 0 0 0 0 0 0 0 0 9 05:00 0 35 0 0 0 0 0 0 0 0 0 0 0 35 06:00 0 19 4 0 0 0 0 0 0 0 0 0 0 23 07:00 1 9 1 0 0 0 0 0 0 0 0 0 0 11 08:00 1 11 1 0 1 0 0 0 3 0 0 0 0 17 09:00 0 14 2 0 3 0 0 0 2 0 0 0 0 21 10:00 0 12 1 0 2 0 0 0 0 0 0 0 0 15 11:00 0 21 0 0 1 0 0 0 0 0 0 0 0 22 12 PM 0 11 0 0 1 0 0 0 2 0 0 0 0 14 13:00 0 15 2 0 1 0 0 1 3 0 0 0 0 22 14:00 0 19 3 0 0 1 0 1 3 0 0 0 0 27 15:00 0 94 11 0 6 0 0 2 4 0 0 0 0 117 16:00 0 36 1 0 3 0 0 2 0 0 0 0 0 42 17:00 0 15 0 0 0 0 0 0 1 0 0 0 0 16 18:00 0 9 0 0 0 0 0 0 0 0 0 0 0 9 19:00 0 4 0 0 0 0 0 0 1 0 0 0 0 5 20:00 0 3 0 0 0 0 0 0 1 0 0 0 0 4 21:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 22:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 23:00 0 11 0 0 0 0 0 0 0 0 0 0 0 11 Total 2 374 28 0 18 1 0 6 22 0 0 0 0 451 Percent 0.4% 82.9% 6.2% 0.0% 4.0% 0.2% 0.0% 1.3% 4.9% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 05:00 06:00 09:00 08:00 05:00 Vol. 1 35 4 3 3 35 PM Peak 15:00 15:00 15:00 14:00 15:00 15:00 15:00 Vol. 94 11 6 1 2 4 117 Grand Total 2 374 28 0 18 1 0 6 22 0 0 0 0 451 Percent 0.4% 82.9% 6.2% 0.0% 4.0% 0.2% 0.0% 1.3% 4.9% 0.0% 0.0% 0.0% 0.0% 3.1-390 Page 2 City of Fontana Hemlock Avenue S/ Driveway 24 Hour Directional Classification Count FON004 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 1 0 0 0 0 0 1 0 0 0 0 0 2 01:00 0 10 0 0 0 0 0 0 0 0 0 0 0 10 02:00 0 5 0 0 0 0 0 0 2 0 0 0 0 7 03:00 0 8 1 0 0 0 0 0 2 0 0 0 0 11 04:00 0 29 3 0 0 0 0 0 0 0 0 0 0 32 05:00 0 44 3 0 0 0 0 0 4 0 0 0 0 51 06:00 0 50 6 0 1 0 0 0 1 0 0 0 0 58 07:00 1 72 5 0 3 0 0 2 7 0 0 0 0 90 08:00 0 40 7 0 2 1 0 1 1 0 0 0 0 52 09:00 0 29 14 0 4 0 0 2 4 0 0 0 0 53 10:00 0 47 2 0 7 0 0 1 3 0 0 0 0 60 11:00 0 55 1 0 2 1 0 1 4 0 0 0 0 64 12 PM 0 49 3 0 5 0 0 0 10 0 0 0 0 67 13:00 0 57 6 0 1 0 0 2 3 0 0 0 0 69 14:00 0 70 9 0 3 1 0 0 1 0 0 0 0 84 15:00 0 97 8 0 2 1 0 4 4 0 0 0 0 116 16:00 0 45 10 0 3 0 0 4 0 0 0 0 0 62 17:00 0 33 7 0 2 0 0 1 2 0 0 0 0 45 18:00 0 42 5 0 0 0 0 1 0 0 0 0 0 48 19:00 0 20 4 0 0 0 0 2 0 0 0 0 0 26 20:00 0 23 1 0 0 0 0 0 2 0 0 0 0 26 21:00 0 16 0 0 0 0 0 0 0 0 0 0 0 16 22:00 0 10 0 0 0 0 0 0 0 0 0 0 0 10 23:00 0 11 0 0 0 0 0 1 0 0 0 0 0 12 Total 1 863 95 0 35 4 0 23 50 0 0 0 0 1071 Percent 0.1% 80.6% 8.9% 0.0% 3.3% 0.4% 0.0% 2.1% 4.7% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 09:00 10:00 08:00 07:00 07:00 07:00 Vol. 1 72 14 7 1 2 7 90 PM Peak 15:00 16:00 12:00 14:00 15:00 12:00 15:00 Vol. 97 10 5 1 4 10 116 Grand Total 1 863 95 0 35 4 0 23 50 0 0 0 0 1071 Percent 0.1% 80.6% 8.9% 0.0% 3.3% 0.4% 0.0% 2.1% 4.7% 0.0% 0.0% 0.0% 0.0% 3.1-391 Page 3 City of Fontana Hemlock Avenue S/ Driveway 24 Hour Directional Classification Count FON004 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 5 0 0 0 0 0 1 0 0 0 0 0 6 01:00 0 14 0 0 0 0 0 0 0 0 0 0 0 14 02:00 0 12 0 0 0 0 0 0 3 0 0 0 0 15 03:00 0 16 2 0 0 0 0 0 3 0 0 0 0 21 04:00 0 37 4 0 0 0 0 0 0 0 0 0 0 41 05:00 0 79 3 0 0 0 0 0 4 0 0 0 0 86 06:00 0 69 10 0 1 0 0 0 1 0 0 0 0 81 07:00 2 81 6 0 3 0 0 2 7 0 0 0 0 101 08:00 1 51 8 0 3 1 0 1 4 0 0 0 0 69 09:00 0 43 16 0 7 0 0 2 6 0 0 0 0 74 10:00 0 59 3 0 9 0 0 1 3 0 0 0 0 75 11:00 0 76 1 0 3 1 0 1 4 0 0 0 0 86 12 PM 0 60 3 0 6 0 0 0 12 0 0 0 0 81 13:00 0 72 8 0 2 0 0 3 6 0 0 0 0 91 14:00 0 89 12 0 3 2 0 1 4 0 0 0 0 111 15:00 0 191 19 0 8 1 0 6 8 0 0 0 0 233 16:00 0 81 11 0 6 0 0 6 0 0 0 0 0 104 17:00 0 48 7 0 2 0 0 1 3 0 0 0 0 61 18:00 0 51 5 0 0 0 0 1 0 0 0 0 0 57 19:00 0 24 4 0 0 0 0 2 1 0 0 0 0 31 20:00 0 26 1 0 0 0 0 0 3 0 0 0 0 30 21:00 0 18 0 0 0 0 0 0 0 0 0 0 0 18 22:00 0 13 0 0 0 0 0 0 0 0 0 0 0 13 23:00 0 22 0 0 0 0 0 1 0 0 0 0 0 23 Total 3 1237 123 0 53 5 0 29 72 0 0 0 0 1522 Percent 0.2% 81.3% 8.1% 0.0% 3.5% 0.3% 0.0% 1.9% 4.7% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 09:00 10:00 08:00 07:00 07:00 07:00 Vol. 2 81 16 9 1 2 7 101 PM Peak 15:00 15:00 15:00 14:00 15:00 12:00 15:00 Vol. 191 19 8 2 6 12 233 Grand Total 3 1237 123 0 53 5 0 29 72 0 0 0 0 1522 Percent 0.2% 81.3% 8.1% 0.0% 3.5% 0.3% 0.0% 1.9% 4.7% 0.0% 0.0% 0.0% 0.0% 3.1-392 Page 1 City of Fontana Hemlock Avenue S/ Santa Ana Avenue 24 Hour Directional Classification Count FON003 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 4 0 0 0 0 0 0 0 0 0 0 0 4 01:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 02:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 03:00 1 9 0 0 0 0 0 0 0 0 0 0 0 10 04:00 0 7 0 0 0 0 0 0 0 0 0 0 0 7 05:00 1 38 1 0 0 0 0 0 0 0 0 0 0 40 06:00 0 10 0 0 0 0 0 0 0 0 0 0 0 10 07:00 1 15 0 0 1 0 0 1 1 0 0 0 0 19 08:00 0 14 1 0 1 0 0 0 5 0 0 0 0 21 09:00 0 19 1 0 3 0 0 1 5 0 0 0 0 29 10:00 0 15 0 0 2 0 0 0 3 0 0 0 0 20 11:00 0 22 2 0 1 0 0 0 1 0 0 0 0 26 12 PM 0 15 3 0 2 0 0 0 3 0 0 0 0 23 13:00 0 21 2 0 2 1 0 1 4 0 0 0 0 31 14:00 0 37 2 0 1 1 0 2 3 0 0 0 0 46 15:00 0 126 8 1 6 0 0 2 5 0 0 0 0 148 16:00 1 41 6 0 2 1 0 0 3 0 0 0 0 54 17:00 0 19 0 0 0 0 0 0 2 0 0 0 0 21 18:00 2 12 0 0 0 0 0 0 0 0 0 0 0 14 19:00 0 5 0 0 0 0 0 0 1 0 0 0 0 6 20:00 0 3 0 0 0 0 0 0 1 0 0 0 0 4 21:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 22:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 23:00 0 13 0 0 0 0 0 0 0 0 0 0 0 13 Total 6 463 26 1 21 3 0 7 37 0 0 0 0 564 Percent 1.1% 82.1% 4.6% 0.2% 3.7% 0.5% 0.0% 1.2% 6.6% 0.0% 0.0% 0.0% 0.0% AM Peak 03:00 05:00 11:00 09:00 07:00 08:00 05:00 Vol. 1 38 2 3 1 5 40 PM Peak 18:00 15:00 15:00 15:00 15:00 13:00 14:00 15:00 15:00 Vol. 2 126 8 1 6 1 2 5 148 Grand Total 6 463 26 1 21 3 0 7 37 0 0 0 0 564 Percent 1.1% 82.1% 4.6% 0.2% 3.7% 0.5% 0.0% 1.2% 6.6% 0.0% 0.0% 0.0% 0.0% 3.1-393 Page 2 City of Fontana Hemlock Avenue S/ Santa Ana Avenue 24 Hour Directional Classification Count FON003 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 1 0 0 0 0 0 1 0 0 0 0 0 2 01:00 0 10 0 0 0 0 0 0 1 0 0 0 0 11 02:00 0 5 0 0 0 0 0 0 3 0 0 0 0 8 03:00 0 9 0 0 0 0 0 0 2 0 0 0 0 11 04:00 0 39 1 0 0 0 0 0 0 0 0 0 0 40 05:00 0 58 3 0 2 0 0 0 3 1 0 0 0 67 06:00 0 76 10 0 1 0 0 0 0 1 0 0 0 88 07:00 1 82 9 0 2 1 0 2 7 0 0 0 0 104 08:00 1 45 5 0 2 1 0 2 2 0 0 0 0 58 09:00 0 38 6 0 5 0 0 1 8 0 0 0 0 58 10:00 0 47 6 0 7 0 0 2 4 0 0 0 0 66 11:00 0 41 17 0 4 0 0 1 4 0 0 0 0 67 12 PM 0 48 8 0 5 0 0 2 10 0 0 0 0 73 13:00 0 60 12 0 2 1 0 4 3 0 0 0 0 82 14:00 0 68 13 0 3 1 0 0 2 0 0 0 0 87 15:00 0 90 11 0 3 0 0 4 3 0 0 0 0 111 16:00 0 47 10 0 2 0 0 4 2 0 0 0 0 65 17:00 0 35 5 1 1 0 0 0 4 0 0 0 0 46 18:00 2 51 0 0 0 0 0 1 4 0 0 0 0 58 19:00 0 19 0 0 0 0 0 2 0 0 0 0 0 21 20:00 0 24 0 0 0 0 0 0 2 0 0 0 0 26 21:00 0 18 0 0 0 0 0 0 0 0 0 0 0 18 22:00 0 14 0 0 0 0 0 0 0 0 0 0 0 14 23:00 0 11 0 0 0 0 0 1 0 0 0 0 0 12 Total 4 936 116 1 39 4 0 27 64 2 0 0 0 1193 Percent 0.3% 78.5% 9.7% 0.1% 3.3% 0.3% 0.0% 2.3% 5.4% 0.2% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 11:00 10:00 07:00 07:00 09:00 05:00 07:00 Vol. 1 82 17 7 1 2 8 1 104 PM Peak 18:00 15:00 14:00 17:00 12:00 13:00 13:00 12:00 15:00 Vol. 2 90 13 1 5 1 4 10 111 Grand Total 4 936 116 1 39 4 0 27 64 2 0 0 0 1193 Percent 0.3% 78.5% 9.7% 0.1% 3.3% 0.3% 0.0% 2.3% 5.4% 0.2% 0.0% 0.0% 0.0% 3.1-394 Page 3 City of Fontana Hemlock Avenue S/ Santa Ana Avenue 24 Hour Directional Classification Count FON003 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 5 0 0 0 0 0 1 0 0 0 0 0 6 01:00 0 14 0 0 0 0 0 0 1 0 0 0 0 15 02:00 0 11 0 0 0 0 0 0 3 0 0 0 0 14 03:00 1 18 0 0 0 0 0 0 2 0 0 0 0 21 04:00 0 46 1 0 0 0 0 0 0 0 0 0 0 47 05:00 1 96 4 0 2 0 0 0 3 1 0 0 0 107 06:00 0 86 10 0 1 0 0 0 0 1 0 0 0 98 07:00 2 97 9 0 3 1 0 3 8 0 0 0 0 123 08:00 1 59 6 0 3 1 0 2 7 0 0 0 0 79 09:00 0 57 7 0 8 0 0 2 13 0 0 0 0 87 10:00 0 62 6 0 9 0 0 2 7 0 0 0 0 86 11:00 0 63 19 0 5 0 0 1 5 0 0 0 0 93 12 PM 0 63 11 0 7 0 0 2 13 0 0 0 0 96 13:00 0 81 14 0 4 2 0 5 7 0 0 0 0 113 14:00 0 105 15 0 4 2 0 2 5 0 0 0 0 133 15:00 0 216 19 1 9 0 0 6 8 0 0 0 0 259 16:00 1 88 16 0 4 1 0 4 5 0 0 0 0 119 17:00 0 54 5 1 1 0 0 0 6 0 0 0 0 67 18:00 4 63 0 0 0 0 0 1 4 0 0 0 0 72 19:00 0 24 0 0 0 0 0 2 1 0 0 0 0 27 20:00 0 27 0 0 0 0 0 0 3 0 0 0 0 30 21:00 0 22 0 0 0 0 0 0 0 0 0 0 0 22 22:00 0 18 0 0 0 0 0 0 0 0 0 0 0 18 23:00 0 24 0 0 0 0 0 1 0 0 0 0 0 25 Total 10 1399 142 2 60 7 0 34 101 2 0 0 0 1757 Percent 0.6% 79.6% 8.1% 0.1% 3.4% 0.4% 0.0% 1.9% 5.7% 0.1% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 11:00 10:00 07:00 07:00 09:00 05:00 07:00 Vol. 2 97 19 9 1 3 13 1 123 PM Peak 18:00 15:00 15:00 15:00 15:00 13:00 15:00 12:00 15:00 Vol. 4 216 19 1 9 2 6 13 259 Grand Total 10 1399 142 2 60 7 0 34 101 2 0 0 0 1757 Percent 0.6% 79.6% 8.1% 0.1% 3.4% 0.4% 0.0% 1.9% 5.7% 0.1% 0.0% 0.0% 0.0% 3.1-395 Page 1 City of Fontana Santa Ana Avenue E/ Cherry Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Eastbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 32 5 0 6 3 0 6 20 0 1 0 0 73 01:00 0 50 11 1 4 1 0 5 12 0 2 0 0 86 02:00 0 77 13 0 11 2 0 12 8 0 3 0 0 126 03:00 0 110 12 0 2 3 0 8 9 0 0 0 0 144 04:00 0 79 10 0 6 2 0 15 6 0 0 0 0 118 05:00 0 50 1 0 3 0 0 4 10 0 0 0 0 68 06:00 0 24 1 0 2 0 0 3 4 0 1 0 0 35 07:00 0 10 2 0 0 1 0 9 3 0 0 0 0 25 08:00 0 12 0 0 0 0 0 4 0 0 0 1 0 17 09:00 0 13 1 0 0 0 0 3 1 0 0 1 0 19 10:00 0 6 1 0 0 0 0 1 3 0 1 0 0 12 11:00 0 21 0 0 0 0 0 1 2 0 0 0 0 24 12 PM 0 20 1 0 0 0 0 0 2 0 2 1 0 26 13:00 0 8 0 0 0 0 0 0 1 0 1 0 0 10 14:00 0 10 0 0 0 0 0 0 0 0 0 0 0 10 15:00 0 17 2 0 0 0 0 0 3 0 1 1 0 24 16:00 0 49 6 0 0 0 0 0 3 0 1 0 0 59 17:00 0 49 7 0 1 0 0 1 1 0 2 0 0 61 18:00 0 48 5 0 0 1 1 9 5 0 2 0 0 71 19:00 0 45 10 0 3 0 0 4 10 0 1 0 0 73 20:00 0 64 9 1 4 1 0 5 16 0 2 0 0 102 21:00 0 25 4 0 6 2 0 4 17 0 3 0 0 61 22:00 0 20 5 1 6 1 1 3 14 0 2 0 0 53 23:00 0 30 7 0 9 0 0 4 19 0 0 0 0 69 Total 0 869 113 3 63 17 2 101 169 0 25 4 0 1366 Percent 0.0% 63.6% 8.3% 0.2% 4.6% 1.2% 0.1% 7.4% 12.4% 0.0% 1.8% 0.3% 0.0% AM Peak 03:00 02:00 01:00 02:00 00:00 04:00 00:00 02:00 08:00 03:00 Vol. 110 13 1 11 3 15 20 3 1 144 PM Peak 20:00 19:00 20:00 23:00 21:00 18:00 18:00 23:00 21:00 12:00 20:00 Vol. 64 10 1 9 2 1 9 19 3 1 102 Grand Total 0 869 113 3 63 17 2 101 169 0 25 4 0 1366 Percent 0.0% 63.6% 8.3% 0.2% 4.6% 1.2% 0.1% 7.4% 12.4% 0.0% 1.8% 0.3% 0.0% 3.1-396 Page 2 City of Fontana Santa Ana Avenue E/ Cherry Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Westbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 13 2 0 0 0 0 0 0 0 2 0 0 17 01:00 0 8 1 0 0 0 0 0 1 0 0 2 0 12 02:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 03:00 0 0 1 0 0 0 0 1 0 0 5 0 0 7 04:00 1 12 2 0 0 0 0 2 5 0 1 0 0 23 05:00 0 12 0 0 2 0 0 1 1 0 1 0 0 17 06:00 0 24 8 0 1 2 0 1 5 0 0 0 0 41 07:00 0 47 6 0 9 2 0 3 6 0 1 0 0 74 08:00 0 38 9 0 1 3 0 5 11 0 0 0 0 67 09:00 0 19 7 0 0 4 0 0 2 0 0 0 0 32 10:00 0 23 8 0 4 0 0 4 18 0 0 0 0 57 11:00 0 36 7 0 7 0 0 4 13 0 1 0 0 68 12 PM 0 31 14 0 3 0 0 1 6 0 0 0 0 55 13:00 0 46 3 0 4 1 0 3 11 0 0 0 0 68 14:00 0 46 9 0 5 3 0 5 8 0 2 0 0 78 15:00 0 49 7 0 4 0 0 4 8 0 0 0 0 72 16:00 0 48 5 0 3 1 0 2 6 0 0 0 0 65 17:00 0 43 1 0 0 0 0 2 3 0 0 0 0 49 18:00 0 21 5 0 0 0 0 0 5 0 0 0 0 31 19:00 0 15 3 0 0 0 0 1 0 0 0 0 0 19 20:00 0 15 0 0 1 0 0 2 0 0 1 0 0 19 21:00 0 8 0 0 0 0 0 0 0 0 0 0 0 8 22:00 0 16 1 0 0 0 0 0 1 0 4 0 0 22 23:00 0 20 0 0 0 0 0 2 1 0 2 0 0 25 Total 1 593 99 0 44 16 0 43 111 0 20 2 0 929 Percent 0.1% 63.8% 10.7% 0.0% 4.7% 1.7% 0.0% 4.6% 11.9% 0.0% 2.2% 0.2% 0.0% AM Peak 04:00 07:00 08:00 07:00 09:00 08:00 10:00 03:00 01:00 07:00 Vol. 1 47 9 9 4 5 18 5 2 74 PM Peak 15:00 12:00 14:00 14:00 14:00 13:00 22:00 14:00 Vol. 49 14 5 3 5 11 4 78 Grand Total 1 593 99 0 44 16 0 43 111 0 20 2 0 929 Percent 0.1% 63.8% 10.7% 0.0% 4.7% 1.7% 0.0% 4.6% 11.9% 0.0% 2.2% 0.2% 0.0% 3.1-397 Page 3 City of Fontana Santa Ana Avenue E/ Cherry Avenue 24 Hour Directional Classification Count FON002 Site Code: 051-221069 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Eastbound, Westbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/01/22 0 45 7 0 6 3 0 6 20 0 3 0 0 90 01:00 0 58 12 1 4 1 0 5 13 0 2 2 0 98 02:00 0 80 13 0 11 2 0 12 8 0 3 0 0 129 03:00 0 110 13 0 2 3 0 9 9 0 5 0 0 151 04:00 1 91 12 0 6 2 0 17 11 0 1 0 0 141 05:00 0 62 1 0 5 0 0 5 11 0 1 0 0 85 06:00 0 48 9 0 3 2 0 4 9 0 1 0 0 76 07:00 0 57 8 0 9 3 0 12 9 0 1 0 0 99 08:00 0 50 9 0 1 3 0 9 11 0 0 1 0 84 09:00 0 32 8 0 0 4 0 3 3 0 0 1 0 51 10:00 0 29 9 0 4 0 0 5 21 0 1 0 0 69 11:00 0 57 7 0 7 0 0 5 15 0 1 0 0 92 12 PM 0 51 15 0 3 0 0 1 8 0 2 1 0 81 13:00 0 54 3 0 4 1 0 3 12 0 1 0 0 78 14:00 0 56 9 0 5 3 0 5 8 0 2 0 0 88 15:00 0 66 9 0 4 0 0 4 11 0 1 1 0 96 16:00 0 97 11 0 3 1 0 2 9 0 1 0 0 124 17:00 0 92 8 0 1 0 0 3 4 0 2 0 0 110 18:00 0 69 10 0 0 1 1 9 10 0 2 0 0 102 19:00 0 60 13 0 3 0 0 5 10 0 1 0 0 92 20:00 0 79 9 1 5 1 0 7 16 0 3 0 0 121 21:00 0 33 4 0 6 2 0 4 17 0 3 0 0 69 22:00 0 36 6 1 6 1 1 3 15 0 6 0 0 75 23:00 0 50 7 0 9 0 0 6 20 0 2 0 0 94 Total 1 1462 212 3 107 33 2 144 280 0 45 6 0 2295 Percent 0.0% 63.7% 9.2% 0.1% 4.7% 1.4% 0.1% 6.3% 12.2% 0.0% 2.0% 0.3% 0.0% AM Peak 04:00 03:00 02:00 01:00 02:00 09:00 04:00 10:00 03:00 01:00 03:00 Vol. 1 110 13 1 11 4 17 21 5 2 151 PM Peak 16:00 12:00 20:00 23:00 14:00 18:00 18:00 23:00 22:00 12:00 16:00 Vol. 97 15 1 9 3 1 9 20 6 1 124 Grand Total 1 1462 212 3 107 33 2 144 280 0 45 6 0 2295 Percent 0.0% 63.7% 9.2% 0.1% 4.7% 1.4% 0.1% 6.3% 12.2% 0.0% 2.0% 0.3% 0.0% 3.1-398 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 606 716 1177 480 1951 Future Volume (vph) 606 716 1177 480 1951 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)70.0 70.0 50.0 50.0 50.0 Total Split (%)58.3% 58.3% 41.7% 41.7% 41.7% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)57.3 57.3 41.8 41.8 41.8 Actuated g/C Ratio 0.52 0.52 0.38 0.38 0.38 v/c Ratio 0.36 0.93 0.65 0.61 0.86 Control Delay 16.0 42.3 30.5 10.1 36.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 42.3 30.5 10.1 36.1 LOS B D C B D Approach Delay 30.2 24.6 36.1 Approach LOS C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 109.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 75.4%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 3.2-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 606 716 1177 480 0 1951 Future Volume (veh/h) 606 716 1177 480 0 1951 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 666 650 1293 0 0 2144 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000 Cap, veh/h 1542 707 2271 0 2862 Arrive On Green 0.44 0.44 0.44 0.00 0.00 0.44 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 666 650 1293 0 0 2144 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 10.7 30.9 15.2 0.0 0.0 22.3 Cycle Q Clear(g_c), s 10.7 30.9 15.2 0.0 0.0 22.3 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1542 707 2271 0 2862 V/C Ratio(X)0.43 0.92 0.57 0.00 0.75 Avail Cap(c_a), veh/h 2806 1287 2870 0 3617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 21.4 17.1 0.0 0.0 19.1 Incr Delay (d2), s/veh 0.1 2.4 0.1 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 11.1 5.3 0.0 0.0 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 23.9 17.2 0.0 0.0 19.6 LnGrp LOS B C B A B Approach Vol, veh/h 1316 1293 2144 Approach Delay, s/veh 19.8 17.2 19.6 Approach LOS B B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 40.6 40.6 40.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 65.0 Max Q Clear Time (g_c+I1), s 17.2 24.3 32.9 Green Ext Time (p_c), s 6.3 11.3 2.8 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 3.2-2 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 576 9 676 1080 592 508 1551 Future Volume (vph) 576 9 676 1080 592 508 1551 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)47.0 47.0 47.0 47.0 47.0 26.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 39.2% 21.7% 60.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)33.3 33.3 33.3 32.4 32.4 19.2 55.8 Actuated g/C Ratio 0.33 0.33 0.33 0.32 0.32 0.19 0.56 v/c Ratio 0.81 0.84 0.79 0.68 0.82 0.80 0.57 Control Delay 44.2 46.5 38.6 32.1 23.7 50.6 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 46.5 38.6 32.1 23.7 50.6 15.5 LOS DDDCCDB Approach Delay 43.2 29.1 24.1 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 99.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.6 Intersection LOS: C Intersection Capacity Utilization 85.9%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 3.2-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 576 9 676 00001080 592 508 1551 0 Future Volume (veh/h) 576 9 676 00001080 592 508 1551 0 Initial Q (Qb), veh 0 0 0 000000 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 822 0 428 0 1149 597 540 1650 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1070 0 476 0 2047 636 612 3152 0 Arrive On Green 0.30 0.00 0.30 0.00 0.39 0.39 0.17 0.61 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 822 0 428 0 1149 597 540 1650 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 21.4 0.0 26.4 0.0 17.8 36.9 15.5 19.0 0.0 Cycle Q Clear(g_c), s 21.4 0.0 26.4 0.0 17.8 36.9 15.5 19.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1070 0 476 0 2047 636 612 3152 0 V/C Ratio(X)0.77 0.00 0.90 0.00 0.56 0.94 0.88 0.52 0.00 Avail Cap(c_a), veh/h 1468 0 653 0 2104 653 746 3406 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.2 0.0 35.0 0.0 24.4 30.2 41.7 11.7 0.0 Incr Delay (d2), s/veh 1.1 0.0 10.1 0.0 0.2 20.9 9.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 0.0 11.1 0.0 6.8 16.8 7.2 6.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.3 0.0 45.1 0.0 24.6 51.1 50.9 11.7 0.0 LnGrp LOS C A D A C D D B A Approach Vol, veh/h 1250 1746 2190 Approach Delay, s/veh 38.0 33.6 21.4 Approach LOS D C C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.1 45.9 35.6 67.9 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 42.0 42.0 68.0 Max Q Clear Time (g_c+I1), s 17.5 38.9 28.4 21.0 Green Ext Time (p_c), s 0.5 1.9 2.2 9.8 Intersection Summary HCM 6th Ctrl Delay 29.5 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 3.2-4 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 404 206 51 262 292 38 1004 446 1031 750 Future Volume (vph) 404 206 51 262 292 38 1004 446 1031 750 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.5 9.7 52.2 13.0 11.3 41.8 13.0 43.5 13.0 Total Split (%)10.8% 46.3% 8.1% 43.5% 10.8% 9.4% 34.8% 10.8% 36.3% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)8.9 24.3 5.4 16.1 30.5 6.2 23.7 8.9 31.1 46.1 Actuated g/C Ratio 0.11 0.31 0.07 0.20 0.39 0.08 0.30 0.11 0.39 0.58 v/c Ratio 1.04 0.22 0.22 0.36 0.44 0.27 0.69 1.15 0.51 0.67 Control Delay 93.4 20.3 43.6 27.4 15.7 45.8 27.6 127.2 21.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.4 20.3 43.6 27.4 15.7 45.8 27.6 127.2 21.8 9.9 LOS F C D C B D C F C A Approach Delay 66.3 23.1 28.2 38.9 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 78.9 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 38.1 Intersection LOS: D Intersection Capacity Utilization 70.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 3.2-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 404 206 32 51 262 292 38 1004 51 446 1031 750 Future Volume (veh/h) 404 206 32 51 262 292 38 1004 51 446 1031 750 Initial Q (Qb), veh 000000050000 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 408 208 26 52 265 203 38 1014 52 451 1041 534 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 341 728 90 152 579 432 65 1583 80 341 2263 876 Arrive On Green 0.12 0.24 0.24 0.05 0.16 0.16 0.04 0.31 0.31 0.12 0.39 0.39 Sat Flow, veh/h 3510 3234 399 3510 3610 1610 1810 5053 259 3510 5187 1610 Grp Volume(v), veh/h 408 115 119 52 265 203 38 694 372 451 1041 534 Grp Sat Flow(s),veh/h/ln 1755 1805 1828 1755 1805 1610 1810 1729 1853 1755 1729 1610 Q Serve(g_s), s 8.2 3.7 3.7 1.0 4.7 7.3 1.5 12.2 12.2 8.4 10.7 17.1 Cycle Q Clear(g_c), s 8.2 3.7 3.7 1.0 4.7 7.3 1.5 12.2 12.2 8.4 10.7 17.1 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 341 406 412 152 579 432 65 1082 580 341 2263 876 V/C Ratio(X) 1.20 0.28 0.29 0.34 0.46 0.47 0.59 0.64 0.64 1.32 0.46 0.61 Avail Cap(c_a), veh/h 418 1288 1304 254 2407 1265 172 1766 946 418 2774 1053 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 39.1 25.3 25.4 36.6 30.0 24.2 37.4 21.0 21.0 39.1 15.5 12.1 Incr Delay (d2), s/veh 113.2 0.4 0.4 0.5 0.6 0.8 3.1 0.6 1.2 165.1 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.8 1.7 1.7 0.5 2.2 3.0 0.7 4.6 5.0 11.2 3.8 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 152.3 25.7 25.7 37.1 30.5 25.0 40.5 21.8 22.4 204.2 15.6 12.8 LnGrp LOS F CCDCCDCCFBB Approach Vol, veh/h 642 520 1104 2026 Approach Delay, s/veh 106.2 29.0 22.7 56.9 Approach LOS F C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 27.7 7.8 22.0 7.2 33.5 13.0 16.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 36.0 5.1 50.3 6.7 37.7 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 14.2 3.0 5.7 3.5 19.1 10.2 9.3 Green Ext Time (p_c), s 0.0 6.7 0.0 1.2 0.0 8.6 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 52.1 HCM 6th LOS D 3.2-6 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 509 54 7 620 8 9 2 28 1 1 28 Future Vol, veh/h 42 509 54 7 620 8 9 2 28 1 1 28 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 00000000000 Mvmt Flow 47 566 60 8 689 9 10 2 31 1 1 31 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 699 0 0 626 0 0 1051 1405 313 1089 1431 350 Stage 1 ------690690-711711- Stage 2 ------361715-378720- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 907 - - 965 - - 184 141 689 172 136 652 Stage 1 ------406449-395439- Stage 2 ------636438-621435- Platoon blocked, % - - - - Mov Cap-1 Maneuver 906 - - 965 - - 167 132 689 155 128 651 Mov Cap-2 Maneuver ------279245-270250- Stage 1 ------385426-374435- Stage 2 ------599434-559412- Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 13.2 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)481 906 - - 965 - - 592 HCM Lane V/C Ratio 0.09 0.052 - - 0.008 - - 0.056 HCM Control Delay (s) 13.2 9.2 - - 8.8 - - 11.4 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 0.2 3.2-7 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)8 413 91 595 54 4 81 21 2 Future Volume (vph)8 413 91 595 54 4 81 21 2 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)17.0 53.0 32.0 68.0 35.0 35.0 35.0 35.0 35.0 Total Split (%)14.2% 44.2% 26.7% 56.7% 29.2% 29.2% 29.2% 29.2% 29.2% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.4 19.2 7.5 27.3 12.4 12.4 12.4 Actuated g/C Ratio 0.12 0.42 0.16 0.59 0.27 0.27 0.27 v/c Ratio 0.04 0.32 0.33 0.32 0.17 0.17 0.09 Control Delay 24.9 15.1 23.9 9.1 16.5 3.9 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.9 15.1 23.9 9.1 16.5 3.9 12.3 LOS CBCA BA B Approach Delay 15.3 10.9 9.1 12.3 Approach LOS B B A B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 46.2 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.33 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 43.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 3.2-8 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 413 26 91 595 41 54 4 81 21 2 12 Future Volume (veh/h) 8 413 26 91 595 41 54 4 81 21 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 444 24 98 640 44 58 4 35 23 2 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 22 994 54 158 1235 85 474 27 326 357 47 64 Arrive On Green 0.01 0.29 0.29 0.09 0.36 0.36 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1810 3479 188 1810 3421 235 1373 131 1610 903 232 318 Grp Volume(v), veh/h 9 230 238 98 337 347 62 0 35 32 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1861 1810 1805 1851 1504 0 1610 1453 0 0 Q Serve(g_s), s 0.2 3.7 3.7 1.9 5.2 5.2 0.0 0.0 0.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 3.7 3.7 1.9 5.2 5.2 1.0 0.0 0.6 1.0 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.13 0.94 1.00 0.72 0.22 Lane Grp Cap(c), veh/h 22 516 532 158 652 668 500 0 326 468 0 0 V/C Ratio(X) 0.42 0.45 0.45 0.62 0.52 0.52 0.12 0.00 0.11 0.07 0.00 0.00 Avail Cap(c_a), veh/h 631 2395 2470 1394 3156 3236 1443 0 1372 1415 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.4 10.4 10.4 15.7 8.9 8.9 11.7 0.0 11.6 11.5 0.0 0.0 Incr Delay (d2), s/veh 4.7 0.6 0.6 1.5 0.6 0.6 0.1 0.0 0.1 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 1.0 0.6 1.3 1.3 0.3 0.0 0.2 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 11.0 11.0 17.2 9.6 9.6 11.8 0.0 11.7 11.6 0.0 0.0 LnGrp LOS C BBBAABABBAA Approach Vol, veh/h 477 782 97 32 Approach Delay, s/veh 11.2 10.5 11.8 11.6 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.9 7.7 16.0 11.9 5.0 18.6 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 30 27.4 47.2 * 30 12.4 62.2 Max Q Clear Time (g_c+I1), s 3.0 3.9 5.7 3.0 2.2 7.2 Green Ext Time (p_c), s 0.4 0.1 2.6 0.1 0.0 4.2 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3.2-9 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 582 59 32 536 9 47 0 13 4 1 18 Future Vol, veh/h 31 582 59 32 536 9 47 0 13 4 1 18 Conflicting Peds, #/hr 0 00002000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 00000000000 Mvmt Flow 33 626 63 34 576 10 51 0 14 4 1 19 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 588 0 0 689 0 0 1084 1380 345 1030 1406 298 Stage 1 ------724724-651651- Stage 2 ------360656-379755- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 997 - - 915 - - 174 146 657 190 140 704 Stage 1 ------388433-429468- Stage 2 ------636465-620420- Platoon blocked, % - - - - Mov Cap-1 Maneuver 995 - - 915 - - 159 136 657 176 130 701 Mov Cap-2 Maneuver ------273252-294244- Stage 1 ------375419-414450- Stage 2 ------592447-587406- Approach EB WB NB SB HCM Control Delay, s 0.4 0.5 19.5 12.1 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)313 995 - - 915 - - 530 HCM Lane V/C Ratio 0.206 0.034 - - 0.038 - - 0.047 HCM Control Delay (s) 19.5 8.7 - - 9.1 - - 12.1 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.8 0.1 - - 0.1 - - 0.1 3.2-10 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 7 5 42 8 53 0 21 15 17 37 15 Future Vol, veh/h 13 7 5 42 8 53 0 21 15 17 37 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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, % 0 00000000000 Mvmt Flow 14 7 5 44 8 56 0 22 16 18 39 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 64 0 0 12 0 0 150 190 6 167 164 32 Stage 1 ------3838-124124- Stage 2 ------112152-4340- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1551 - - 1620 - - 809 708 1081 787 732 1041 Stage 1 ------978867-873797- Stage 2 ------887775-972866- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1551 - - 1620 - - 742 682 1081 735 705 1041 Mov Cap-2 Maneuver ------742682-735705- Stage 1 ------969859-865775- Stage 2 ------806753-925858- Approach EB WB NB SB HCM Control Delay, s 3.8 3 9.7 10.2 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)806 1551 - - 1620 - - 766 HCM Lane V/C Ratio 0.047 0.009 - - 0.027 - - 0.095 HCM Control Delay (s) 9.7 7.3 0 - 7.3 0 - 10.2 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0.3 3.2-11 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 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 16 39 11 52 83 34 22 151 51 33 81 8 Future Vol, veh/h 16 39 11 52 83 34 22 151 51 33 81 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %000000000000 Mvmt Flow 19 47 13 63 100 41 27 182 61 40 98 10 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9 9.6 9.4 9.2 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %23% 0% 45% 0% 56% 0% 45% 0% Vol Thru, %77% 60% 55% 64% 44% 55% 55% 84% Vol Right, % 0% 40% 0% 36% 0% 45% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 98 127 36 31 94 76 74 49 LT Vol 22 0 16 0 52 0 33 0 Through Vol 76 76 20 20 42 42 41 41 RT Vol 0 51 0 11 0 34 0 8 Lane Flow Rate 117 152 43 37 113 91 89 58 Geometry Grp 77777777 Degree of Util (X) 0.181 0.218 0.072 0.057 0.185 0.134 0.142 0.088 Departure Headway (Hd)5.537 5.139 6.026 5.543 5.917 5.319 5.778 5.435 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 644 693 589 639 602 668 615 653 Service Time 3.311 2.913 3.824 3.341 3.7 3.101 3.565 3.222 HCM Lane V/C Ratio 0.182 0.219 0.073 0.058 0.188 0.136 0.145 0.089 HCM Control Delay 9.5 9.4 9.3 8.7 10.1 8.9 9.5 8.8 HCM Lane LOS AAAABAAA HCM 95th-tile Q 0.7 0.8 0.2 0.2 0.7 0.5 0.5 0.3 3.2-12 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 67 18 16 138 6 14 23 7 22 51 16 Future Vol, veh/h 26 67 18 16 138 6 14 23 7 22 51 16 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, %000000000000 Mvmt Flow 28 72 19 17 148 6 15 25 8 24 55 17 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 8.2 8.5 8.3 8.5 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 44% 0% 19% 0% 100% 0% Vol Thru, %0% 77% 56% 65% 81% 92% 0% 76% Vol Right, %0% 23% 0% 35% 0% 8% 0% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 14 30 60 52 85 75 22 67 LT Vol 14 0 26 0 16 0 22 0 Through Vol 0 23 34 34 69 69 0 51 RT Vol 0 7 0 18 0 6 0 16 Lane Flow Rate 15 32 64 55 91 81 24 72 Geometry Grp 77777777 Degree of Util (X) 0.024 0.046 0.093 0.074 0.129 0.11 0.038 0.102 Departure Headway (Hd)5.819 5.151 5.253 4.788 5.08 4.929 5.765 5.094 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 616 695 683 749 707 728 622 704 Service Time 3.551 2.884 2.979 2.514 2.803 2.652 3.494 2.823 HCM Lane V/C Ratio 0.024 0.046 0.094 0.073 0.129 0.111 0.039 0.102 HCM Control Delay 8.7 8.1 8.5 7.9 8.6 8.3 8.7 8.4 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.1 0.3 0.2 0.4 0.4 0.1 0.3 3.2-13 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 52 39 64 105 5 22 80 54 9 94 6 Future Vol, veh/h 5 52 39 64 105 5 22 80 54 9 94 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 0 00000000000 Mvmt Flow 6 59 44 73 119 6 25 91 61 10 107 7 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 8.5 9.5 8.9 8.8 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %35% 0% 16% 0% 55% 0% 16% 0% Vol Thru, %65% 43% 84% 40% 45% 91% 84% 89% Vol Right, %0% 57% 0% 60% 0% 9% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 94 31 65 117 58 56 53 LT Vol 22 0 5 0 64 0 9 0 Through Vol 40 40 26 26 53 53 47 47 RT Vol 0540390506 Lane Flow Rate 70 107 35 74 132 65 64 60 Geometry Grp 77777777 Degree of Util (X) 0.11 0.149 0.055 0.104 0.208 0.096 0.098 0.09 Departure Headway (Hd) 5.612 5.028 5.572 5.068 5.653 5.315 5.569 5.408 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 636 709 639 702 631 671 640 658 Service Time 3.372 2.788 3.34 2.835 3.413 3.075 3.335 3.174 HCM Lane V/C Ratio 0.11 0.151 0.055 0.105 0.209 0.097 0.1 0.091 HCM Control Delay 9.1 8.7 8.7 8.4 9.9 8.6 8.9 8.7 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.4 0.5 0.2 0.3 0.8 0.3 0.3 0.3 3.2-14 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 93 0 12 163 8 4 9 16 5 23 10 Future Vol, veh/h 9 93 0 12 163 8 4 9 16 5 23 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 10 101 0 13 177 9 4 10 17 5 25 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 186 0 0 101 0 0 248 333 51 284 329 93 Stage 1 ------121121-208208- Stage 2 ------127212-76121- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1401 - - 1504 - - 690 590 1013 651 593 952 Stage 1 ------876800-780734- Stage 2 ------869731-930800- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1401 - - 1504 - - 651 579 1013 623 582 952 Mov Cap-2 Maneuver ------651579-623582- Stage 1 ------869794-774727- Stage 2 ------821724-896794- Approach EB WB NB SB HCM Control Delay, s 0.7 0.5 9.8 10.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)774 1401 - - 1504 - - 655 HCM Lane V/C Ratio 0.041 0.007 - - 0.009 - - 0.063 HCM Control Delay (s) 9.8 7.6 0 - 7.4 0 - 10.9 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 3.2-15 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)52 44 28 108 7 428 89 289 Future Volume (vph)52 44 28 108 7 428 89 289 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)17.0 40.0 13.0 36.0 11.0 45.0 22.0 56.0 Total Split (%)14.2% 33.3% 10.8% 30.0% 9.2% 37.5% 18.3% 46.7% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)7.3 12.9 6.5 10.6 5.9 18.2 8.6 28.0 Actuated g/C Ratio 0.13 0.22 0.11 0.18 0.10 0.31 0.15 0.48 v/c Ratio 0.24 0.08 0.15 0.29 0.04 0.44 0.36 0.22 Control Delay 34.0 18.2 35.2 15.6 36.4 21.1 33.1 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 18.2 35.2 15.6 36.4 21.1 33.1 11.6 LOS CBDBDCCB Approach Delay 25.8 18.2 21.3 15.9 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 58.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 46.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 3.2-16 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 44 11 28 108 80 7 428 37 89 289 68 Future Volume (veh/h) 52 44 11 28 108 80 7 428 37 89 289 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 55 47 11 30 115 40 7 455 33 95 307 60 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 102 412 93 64 318 106 17 864 62 145 978 189 Arrive On Green 0.06 0.14 0.14 0.04 0.12 0.12 0.01 0.25 0.25 0.08 0.32 0.32 Sat Flow, veh/h 1810 2923 660 1810 2658 887 1810 3408 246 1810 3017 582 Grp Volume(v), veh/h 55 28 30 30 77 78 7 240 248 95 182 185 Grp Sat Flow(s),veh/h/ln 1810 1805 1778 1810 1805 1740 1810 1805 1849 1810 1805 1795 Q Serve(g_s), s 1.2 0.6 0.6 0.7 1.6 1.7 0.2 4.8 4.8 2.1 3.2 3.2 Cycle Q Clear(g_c), s 1.2 0.6 0.6 0.7 1.6 1.7 0.2 4.8 4.8 2.1 3.2 3.2 Prop In Lane 1.00 0.37 1.00 0.51 1.00 0.13 1.00 0.32 Lane Grp Cap(c), veh/h 102 255 251 64 216 208 17 458 469 145 585 582 V/C Ratio(X) 0.54 0.11 0.12 0.47 0.35 0.38 0.41 0.53 0.53 0.66 0.31 0.32 Avail Cap(c_a), veh/h 539 1483 1461 365 1327 1280 278 1717 1760 757 2212 2199 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 19.1 15.6 15.6 19.7 16.8 16.9 20.5 13.4 13.4 18.6 10.6 10.6 Incr Delay (d2), s/veh 1.6 0.2 0.2 2.0 1.0 1.1 5.9 0.9 0.9 1.9 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.2 0.2 0.3 0.6 0.6 0.1 1.6 1.6 0.8 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.7 15.8 15.8 21.7 17.8 18.0 26.4 14.3 14.3 20.5 10.9 10.9 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 113 185 495 462 Approach Delay, s/veh 18.2 18.5 14.5 12.9 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 15.9 6.1 11.7 5.0 18.9 7.0 10.8 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 17.4 39.6 8.4 34.2 6.4 * 51 12.4 * 31 Max Q Clear Time (g_c+I1), s 4.1 6.8 2.7 2.6 2.2 5.2 3.2 3.7 Green Ext Time (p_c), s 0.1 2.9 0.0 0.2 0.0 2.2 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3.2-17 Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 523 544 1331 329 1811 Future Volume (vph) 523 544 1331 329 1811 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)67.0 67.0 53.0 53.0 53.0 Total Split (%)55.8% 55.8% 44.2% 44.2% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)34.2 34.2 32.3 32.3 32.3 Actuated g/C Ratio 0.44 0.44 0.42 0.42 0.42 v/c Ratio 0.35 0.78 0.63 0.41 0.68 Control Delay 15.2 27.5 20.4 6.8 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 27.5 20.4 6.8 20.8 LOS B C C A C Approach Delay 21.5 17.7 20.8 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 77.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 67.7%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 3.2-18 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 523 544 1331 329 0 1811 Future Volume (veh/h) 523 544 1331 329 0 1811 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 539 527 1372 0 0 1867 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000 Cap, veh/h 1320 605 2336 0 2944 Arrive On Green 0.38 0.38 0.45 0.00 0.00 0.45 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 539 527 1372 0 0 1867 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 6.5 17.5 11.4 0.0 0.0 12.7 Cycle Q Clear(g_c), s 6.5 17.5 11.4 0.0 0.0 12.7 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1320 605 2336 0 2944 V/C Ratio(X)0.41 0.87 0.59 0.00 0.63 Avail Cap(c_a), veh/h 3777 1733 4321 0 5445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 13.3 16.7 11.8 0.0 0.0 12.2 Incr Delay (d2), s/veh 0.1 1.6 0.1 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.8 3.3 0.0 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 18.2 11.9 0.0 0.0 12.3 LnGrp LOS B B B A B Approach Vol, veh/h 1066 1372 1867 Approach Delay, s/veh 15.8 11.9 12.3 Approach LOS B B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 31.0 31.0 26.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 48.0 62.0 Max Q Clear Time (g_c+I1), s 13.4 14.7 19.5 Green Ext Time (p_c), s 7.1 11.3 2.2 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 3.2-19 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 476 50 499 1184 440 636 1309 Future Volume (vph) 476 50 499 1184 440 636 1309 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)42.0 42.0 42.0 45.0 45.0 33.0 78.0 Total Split (%)35.0% 35.0% 35.0% 37.5% 37.5% 27.5% 65.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)26.5 26.5 26.5 31.5 31.5 22.8 58.6 Actuated g/C Ratio 0.28 0.28 0.28 0.33 0.33 0.24 0.61 v/c Ratio 0.77 0.78 0.73 0.72 0.66 0.79 0.43 Control Delay 45.4 41.7 37.4 32.2 19.3 44.1 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 41.7 37.4 32.2 19.3 44.1 10.7 LOS DDDCBDB Approach Delay 41.6 28.7 21.6 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 95.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 28.6 Intersection LOS: C Intersection Capacity Utilization 76.6%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 3.2-20 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 476 50 499 00001184 440 636 1309 0 Future Volume (veh/h) 476 50 499 00001184 440 636 1309 0 Initial Q (Qb), veh 0 0 0 000000 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 655 0 313 0 1233 437 662 1364 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 850 0 378 0 1836 570 782 3270 0 Arrive On Green 0.23 0.00 0.23 0.00 0.35 0.35 0.22 0.63 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 655 0 313 0 1233 437 662 1364 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 12.6 0.0 13.7 0.0 15.0 17.9 13.4 9.8 0.0 Cycle Q Clear(g_c), s 12.6 0.0 13.7 0.0 15.0 17.9 13.4 9.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 850 0 378 0 1836 570 782 3270 0 V/C Ratio(X)0.77 0.00 0.83 0.00 0.67 0.77 0.85 0.42 0.00 Avail Cap(c_a), veh/h 1803 0 802 0 2793 867 1371 5098 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.5 0.0 27.0 0.0 20.3 21.3 27.7 6.9 0.0 Incr Delay (d2), s/veh 0.6 0.0 1.8 0.0 0.2 0.9 1.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 4.9 0.0 5.3 6.0 5.2 2.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.1 0.0 28.8 0.0 20.5 22.2 28.7 6.9 0.0 LnGrp LOS C A C A C C C A A Approach Vol, veh/h 968 1670 2026 Approach Delay, s/veh 27.6 20.9 14.0 Approach LOS C C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.5 31.3 22.4 51.8 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 29.0 40.0 37.0 73.0 Max Q Clear Time (g_c+I1), s 15.4 19.9 15.7 11.8 Green Ext Time (p_c), s 1.1 6.4 1.7 7.3 Intersection Summary HCM 6th Ctrl Delay 19.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 3.2-21 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 424 592 69 246 345 55 778 338 994 476 Future Volume (vph) 424 592 69 246 345 55 778 338 994 476 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)14.0 55.8 10.4 52.2 12.0 11.1 41.8 12.0 42.7 14.0 Total Split (%)11.7% 46.5% 8.7% 43.5% 10.0% 9.3% 34.8% 10.0% 35.6% 11.7% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)9.9 27.6 5.8 20.9 29.3 6.4 23.1 7.8 27.2 43.2 Actuated g/C Ratio 0.12 0.33 0.07 0.25 0.35 0.08 0.28 0.09 0.33 0.52 v/c Ratio 1.07 0.57 0.30 0.28 0.60 0.42 0.60 1.09 0.62 0.48 Control Delay 102.4 25.4 46.4 25.2 19.4 52.9 28.3 113.7 27.4 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 102.4 25.4 46.4 25.2 19.4 52.9 28.3 113.7 27.4 4.7 LOS F C D C B D C F C A Approach Delay 55.8 24.4 29.9 37.6 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 83 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 38.5 Intersection LOS: D Intersection Capacity Utilization 65.3%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 3.2-22 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 424 592 55 69 246 345 55 778 42 338 994 476 Future Volume (veh/h) 424 592 55 69 246 345 55 778 42 338 994 476 Initial Q (Qb), veh 000000050000 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 446 623 54 73 259 242 58 819 36 356 1046 358 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 367 879 76 178 693 460 82 1370 59 289 1991 812 Arrive On Green 0.14 0.28 0.28 0.05 0.20 0.20 0.05 0.27 0.27 0.11 0.33 0.33 Sat Flow, veh/h 3510 3362 291 3510 3610 1605 1810 5094 223 3510 5187 1610 Grp Volume(v), veh/h 446 334 343 73 259 242 58 555 300 356 1046 358 Grp Sat Flow(s),veh/h/ln 1755 1805 1848 1755 1805 1605 1810 1729 1859 1755 1729 1610 Q Serve(g_s), s 8.7 11.3 11.3 1.4 4.3 8.5 2.2 9.7 9.7 6.9 11.7 10.6 Cycle Q Clear(g_c), s 8.7 11.3 11.3 1.4 4.3 8.5 2.2 9.7 9.7 6.9 11.7 10.6 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 367 472 483 178 693 460 82 929 499 289 1991 812 V/C Ratio(X) 1.21 0.71 0.71 0.41 0.37 0.53 0.70 0.60 0.60 1.23 0.53 0.44 Avail Cap(c_a), veh/h 479 1325 1356 295 2461 1267 171 1806 971 377 2777 1082 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 40.2 26.8 26.8 36.6 28.0 24.0 37.5 22.2 22.2 41.2 18.6 12.4 Incr Delay (d2), s/veh 116.3 2.0 1.9 0.6 0.3 0.9 4.0 0.6 1.2 128.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.8 5.5 5.6 0.7 2.0 3.6 1.1 3.7 4.1 8.2 4.4 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 156.5 28.7 28.7 37.2 28.4 24.9 41.5 23.0 23.5 169.2 18.8 12.8 LnGrp LOS F CCDCCDCCFBB Approach Vol, veh/h 1123 574 913 1760 Approach Delay, s/veh 79.5 28.0 24.4 48.0 Approach LOS E C C D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.0 24.2 8.4 24.4 8.0 28.2 14.0 18.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 7.4 36.0 5.8 50.6 6.5 36.9 9.4 47.0 Max Q Clear Time (g_c+I1), s 8.9 11.7 3.4 13.3 4.2 13.7 10.7 10.5 Green Ext Time (p_c), s 0.0 5.3 0.0 4.1 0.0 8.7 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 48.5 HCM 6th LOS D 3.2-23 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 890 13 19 487 6 37 5 32 5 3 35 Future Vol, veh/h 32 890 13 19 487 6 37 5 32 5 3 35 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 00000000000 Mvmt Flow 37 1023 15 22 560 7 43 6 37 6 3 40 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 568 0 0 1038 0 0 1431 1717 519 1198 1721 285 Stage 1 ------1105 1105 - 609 609 - Stage 2 ------326612-5891112 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1014 - - 678 - - 97 91 507 144 90 718 Stage 1 ------228289-454488- Stage 2 ------666487-466287- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1013 - - 678 - - 86 85 507 124 84 717 Mov Cap-2 Maneuver ------174191-243185- Stage 1 ------220278-437472- Stage 2 ------604471-408276- Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 27.3 13 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)245 1013 - - 678 - - 502 HCM Lane V/C Ratio 0.347 0.036 - - 0.032 - - 0.098 HCM Control Delay (s) 27.3 8.7 - - 10.5 - - 13 HCM Lane LOS D A - - B - - B HCM 95th %tile Q(veh) 1.5 0.1 - - 0.1 - - 0.3 3.2-24 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)9 884 60 466 26 5 119 29 7 Future Volume (vph)9 884 60 466 26 5 119 29 7 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)13.0 66.0 20.0 73.0 34.0 34.0 34.0 34.0 34.0 Total Split (%)10.8% 55.0% 16.7% 60.8% 28.3% 28.3% 28.3% 28.3% 28.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 27.2 7.2 32.6 12.4 12.4 12.4 Actuated g/C Ratio 0.10 0.47 0.12 0.57 0.22 0.22 0.22 v/c Ratio 0.06 0.59 0.29 0.26 0.10 0.29 0.15 Control Delay 31.9 14.5 30.7 7.6 22.6 7.1 19.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.9 14.5 30.7 7.6 22.6 7.1 19.6 LOS CBCA CA B Approach Delay 14.7 10.2 10.2 19.6 Approach LOS B B B B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 57.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 13.0 Intersection LOS: B Intersection Capacity Utilization 55.0%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 3.2-25 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 884 40 60 466 19 26 5 119 29 7 9 Future Volume (veh/h) 9 884 40 60 466 19 26 5 119 29 7 9 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 10 961 41 65 507 21 28 5 77 32 8 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 24 1468 63 111 1640 68 379 56 306 295 74 47 Arrive On Green 0.01 0.42 0.42 0.06 0.46 0.46 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 3527 150 1810 3529 146 1222 297 1610 856 390 249 Grp Volume(v), veh/h 10 492 510 65 259 269 33 0 77 48 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1873 1810 1805 1870 1519 0 1610 1495 0 0 Q Serve(g_s), s 0.2 9.9 9.9 1.6 4.1 4.1 0.0 0.0 1.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 9.9 9.9 1.6 4.1 4.1 0.7 0.0 1.8 1.0 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.08 0.85 1.00 0.67 0.17 Lane Grp Cap(c), veh/h 24 751 779 111 839 869 435 0 306 416 0 0 V/C Ratio(X) 0.42 0.65 0.65 0.58 0.31 0.31 0.08 0.00 0.25 0.12 0.00 0.00 Avail Cap(c_a), veh/h 334 2390 2480 613 2668 2764 1106 0 1038 1075 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 22.3 10.6 10.6 20.8 7.6 7.6 15.2 0.0 15.7 15.3 0.0 0.0 Incr Delay (d2), s/veh 4.4 1.0 0.9 1.8 0.2 0.2 0.1 0.0 0.4 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.8 2.9 0.6 1.0 1.1 0.3 0.0 0.6 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.7 11.6 11.6 22.6 7.8 7.8 15.3 0.0 16.1 15.4 0.0 0.0 LnGrp LOS C B B C AABABBAA Approach Vol, veh/h 1012 593 110 48 Approach Delay, s/veh 11.8 9.4 15.8 15.4 Approach LOS BABB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.3 7.4 24.7 13.3 5.2 26.9 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 29 15.4 60.2 * 29 8.4 67.2 Max Q Clear Time (g_c+I1), s 3.8 3.6 11.9 3.0 2.2 6.1 Green Ext Time (p_c), s 0.4 0.0 7.0 0.2 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3.2-26 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 1193 65 13 479 13 23 0 25 11 4 27 Future Vol, veh/h 21 1193 65 13 479 13 23 0 25 11 4 27 Conflicting Peds, #/hr 0 00000000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 00000000000 Mvmt Flow 22 1269 69 14 510 14 24 0 27 12 4 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 524 0 0 1338 0 0 1636 1900 669 1224 1927 265 Stage 1 ------1348 1348 - 545 545 - Stage 2 ------288552-6791382 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1053 - - 522 - - 68 70 405 137 67 739 Stage 1 ------162221-495522- Stage 2 ------701518-412213- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1053 - - 522 - - 61 67 405 123 64 737 Mov Cap-2 Maneuver ------132161-244151- Stage 1 ------159216-485508- Stage 2 ------648504-377209- Approach EB WB NB SB HCM Control Delay, s 0.1 0.3 28.6 15.5 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)203 1053 - - 522 - - 388 HCM Lane V/C Ratio 0.252 0.021 - - 0.026 - - 0.115 HCM Control Delay (s) 28.6 8.5 - - 12.1 - - 15.5 HCM Lane LOS D A - - B - - C HCM 95th %tile Q(veh) 1 0.1 - - 0.1 - - 0.4 3.2-27 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 27 7 50 9 16 2 28 35 27 22 3 Future Vol, veh/h 12 27 7 50 9 16 2 28 35 27 22 3 Conflicting Peds, #/hr 0 01000002000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000000000 Mvmt Flow 15 34 9 63 11 20 3 35 44 34 28 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 31 0 0 44 0 0 216 227 25 214 221 16 Stage 1 ------7070-147147- Stage 2 ------146157-6774- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1595 - - 1577 - - 727 676 1052 729 681 1066 Stage 1 ------938841-847779- Stage 2 ------848772-941837- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1595 - - 1575 - - 673 641 1049 642 646 1066 Mov Cap-2 Maneuver ------673641-642646- Stage 1 ------928832-839747- Stage 2 ------780740-853828- Approach EB WB NB SB HCM Control Delay, s 1.9 4.9 9.9 11.1 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)812 1595 - - 1575 - - 659 HCM Lane V/C Ratio 0.101 0.01 - - 0.04 - - 0.1 HCM Control Delay (s) 9.9 7.3 0 - 7.4 0 - 11.1 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.3 3.2-28 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 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 14 67 14 36 51 39 19 101 70 31 139 13 Future Vol, veh/h 14 67 14 36 51 39 19 101 70 31 139 13 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 18 84 18 45 64 49 24 126 88 39 174 16 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.3 9.3 9.3 9.6 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %27% 0% 29% 0% 59% 0% 31% 0% Vol Thru, %73% 42% 71% 71% 41% 40% 69% 84% Vol Right, % 0% 58% 0% 29% 0% 60% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 70 121 48 48 62 65 101 83 LT Vol 19 0 14 0 36 0 31 0 Through Vol 51 51 34 34 26 26 70 70 RT Vol 0 70 0 14 0 39 0 13 Lane Flow Rate 87 151 59 59 77 81 126 103 Geometry Grp 77777777 Degree of Util (X) 0.136 0.213 0.101 0.095 0.132 0.123 0.197 0.154 Departure Headway (Hd)5.743 5.195 6.102 5.745 6.197 5.473 5.759 5.492 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 628 696 590 627 582 659 627 657 Service Time 3.443 2.895 3.807 3.449 3.897 3.173 3.459 3.192 HCM Lane V/C Ratio 0.139 0.217 0.1 0.094 0.132 0.123 0.201 0.157 HCM Control Delay 9.3 9.3 9.5 9.1 9.8 8.9 9.9 9.2 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.5 0.8 0.3 0.3 0.5 0.4 0.7 0.5 3.2-29 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 133 5 8 92 10 21 18 30 18 21 13 Future Vol, veh/h 20 133 5 8 92 10 21 18 30 18 21 13 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 25 166 6 10 115 13 26 23 38 23 26 16 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 8.6 8.3 8.3 8.4 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 23% 0% 15% 0% 100% 0% Vol Thru, %0% 38% 77% 93% 85% 82% 0% 62% Vol Right, %0% 62% 0% 7% 0% 18% 0% 38% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 21 48 87 72 54 56 18 34 LT Vol 21 0 20 0 8 0 18 0 Through Vol 0 18 67 67 46 46 0 21 RT Vol 0 30 0 5 0 10 0 13 Lane Flow Rate 26 60 108 89 68 70 22 42 Geometry Grp 77777777 Degree of Util (X) 0.043 0.083 0.154 0.123 0.097 0.096 0.037 0.061 Departure Headway (Hd)5.893 4.95 5.139 4.973 5.156 4.956 5.916 5.144 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 608 723 698 720 695 722 605 696 Service Time 3.628 2.684 2.869 2.704 2.889 2.689 3.652 2.879 HCM Lane V/C Ratio 0.043 0.083 0.155 0.124 0.098 0.097 0.036 0.06 HCM Control Delay 8.9 8.1 8.8 8.4 8.4 8.2 8.9 8.2 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.3 0.5 0.4 0.3 0.3 0.1 0.2 3.2-30 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 155 20 66 81 9 21 76 62 17 96 8 Future Vol, veh/h 6 155 20 66 81 9 21 76 62 17 96 8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 0 00000000000 Mvmt Flow 8 194 25 83 101 11 26 95 78 21 120 10 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 9.7 10.1 9.6 9.6 HCM LOS A B A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %36% 0% 7% 0% 62% 0% 26% 0% Vol Thru, %64% 38% 93% 79% 38% 82% 74% 86% Vol Right, %0% 62% 0% 21% 0% 18% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 59 100 84 98 107 50 65 56 LT Vol 21 0 6 0 66 0 17 0 Through Vol 38 38 78 78 41 41 48 48 RT Vol 0620200908 Lane Flow Rate 74 125 104 122 133 62 81 70 Geometry Grp 77777777 Degree of Util (X) 0.125 0.19 0.168 0.19 0.226 0.097 0.137 0.114 Departure Headway (Hd) 6.082 5.463 5.803 5.621 6.11 5.668 6.092 5.859 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 591 658 619 640 588 633 590 613 Service Time 3.806 3.187 3.528 3.346 3.835 3.393 3.819 3.586 HCM Lane V/C Ratio 0.125 0.19 0.168 0.191 0.226 0.098 0.137 0.114 HCM Control Delay 9.7 9.5 9.7 9.7 10.6 9 9.8 9.3 HCM Lane LOS AAAABAAA HCM 95th-tile Q 0.4 0.7 0.6 0.7 0.9 0.3 0.5 0.4 3.2-31 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 231 0 11 127 7 0 9 50 15 16 8 Future Vol, veh/h 11 231 0 11 127 7 0 9 50 15 16 8 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 0 00000000000 Mvmt Flow 13 282 0 13 155 9 0 11 61 18 20 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 165 0 0 282 0 0 422 499 141 360 495 83 Stage 1 ------308308-187187- Stage 2 ------114191-173308- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1426 - - 1292 - - 521 476 888 576 479 966 Stage 1 ------683664-803749- Stage 2 ------884746-818664- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1425 - - 1292 - - 491 465 888 517 468 965 Mov Cap-2 Maneuver ------491465-517468- Stage 1 ------675657-793740- Stage 2 ------843737-741657- Approach EB WB NB SB HCM Control Delay, s 0.3 0.6 10.1 12.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)780 1425 - - 1292 - - 546 HCM Lane V/C Ratio 0.092 0.009 - - 0.01 - - 0.087 HCM Control Delay (s) 10.1 7.5 0 - 7.8 0 - 12.2 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.3 3.2-32 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 141 145 23 90 14 420 73 315 Future Volume (vph) 141 145 23 90 14 420 73 315 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)26.0 49.0 12.0 35.0 11.0 41.0 18.0 48.0 Total Split (%)21.7% 40.8% 10.0% 29.2% 9.2% 34.2% 15.0% 40.0% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)11.1 19.0 6.7 11.1 6.5 16.3 8.5 25.1 Actuated g/C Ratio 0.18 0.31 0.11 0.18 0.10 0.26 0.14 0.40 v/c Ratio 0.46 0.15 0.12 0.26 0.08 0.51 0.31 0.26 Control Delay 34.6 18.0 38.0 17.2 38.9 24.6 35.9 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.6 18.0 38.0 17.2 38.9 24.6 35.9 15.1 LOS CBDBDCDB Approach Delay 25.8 19.7 25.1 18.7 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 46.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 3.2-33 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 141 145 13 23 90 71 14 420 31 73 315 41 Future Volume (veh/h) 141 145 13 23 90 71 14 420 31 73 315 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 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 148 153 14 24 95 75 15 442 33 77 332 43 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 194 678 61 52 249 180 35 767 57 126 887 114 Arrive On Green 0.11 0.20 0.20 0.03 0.12 0.12 0.02 0.23 0.23 0.07 0.28 0.28 Sat Flow, veh/h 1810 3342 302 1810 1999 1445 1810 3406 253 1810 3212 412 Grp Volume(v), veh/h 148 82 85 24 85 85 15 234 241 77 185 190 Grp Sat Flow(s),veh/h/ln 1810 1805 1839 1810 1805 1640 1810 1805 1854 1810 1805 1819 Q Serve(g_s), s 3.4 1.6 1.7 0.6 1.9 2.1 0.4 5.0 5.0 1.8 3.6 3.6 Cycle Q Clear(g_c), s 3.4 1.6 1.7 0.6 1.9 2.1 0.4 5.0 5.0 1.8 3.6 3.6 Prop In Lane 1.00 0.16 1.00 0.88 1.00 0.14 1.00 0.23 Lane Grp Cap(c), veh/h 194 366 373 52 225 204 35 406 418 126 498 502 V/C Ratio(X) 0.76 0.22 0.23 0.46 0.38 0.42 0.43 0.57 0.58 0.61 0.37 0.38 Avail Cap(c_a), veh/h 898 1808 1842 310 1239 1125 269 1490 1531 562 1800 1814 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 18.7 14.3 14.4 20.6 17.3 17.4 20.9 14.9 14.9 19.5 12.6 12.6 Incr Delay (d2), s/veh 2.3 0.3 0.3 2.3 1.0 1.4 3.2 1.3 1.3 1.8 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.5 0.6 0.2 0.7 0.7 0.2 1.7 1.8 0.7 1.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 14.7 14.7 22.9 18.4 18.8 24.1 16.2 16.2 21.2 13.1 13.1 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 315 194 490 452 Approach Delay, s/veh 17.7 19.1 16.4 14.5 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.6 15.1 5.8 14.6 5.4 17.3 9.2 11.2 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 13.4 35.6 7.4 43.2 6.4 * 43 21.4 * 30 Max Q Clear Time (g_c+I1), s 3.8 7.0 2.6 3.7 2.4 5.6 5.4 4.1 Green Ext Time (p_c), s 0.0 2.7 0.0 0.9 0.0 2.2 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3.2-34 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 3.3: EXISTING (2022) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday PM Peak Hour Major Street Name =Slover Av.Total of Both Approaches (VPH) =1167 Number of Approach Lanes Major Street =2 Minor Street Name =Redwood Av.High Volume Approach (VPH) =52 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 116752 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday PM Peak Hour Major Street Name =Slover Av.Total of Both Approaches (VPH) =1456 Number of Approach Lanes Major Street =2 Minor Street Name =Hemlock Av.High Volume Approach (VPH) =43 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 130043 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =110 Number of Approach Lanes Major Street =2 Minor Street Name =Hemlock Av.High Volume Approach (VPH) =54 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-3 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Beech Av.Total of Both Approaches (VPH) =267 Number of Approach Lanes Major Street =2 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =139 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =229 Number of Approach Lanes Major Street =2 Minor Street Name =Elm Av.High Volume Approach (VPH) =72 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-5 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =226 Number of Approach Lanes Major Street =2 Minor Street Name =Poplar Av.High Volume Approach (VPH) =137 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =344 Number of Approach Lanes Major Street =2 Minor Street Name =Catawba Av.High Volume Approach (VPH) =56 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane34456 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-7 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 3.4: EXISTING (2022) CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 666 787 1293 527 2144 v/c Ratio 0.36 0.93 0.65 0.61 0.86 Control Delay 16.0 42.3 30.5 10.1 36.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 42.3 30.5 10.1 36.1 Queue Length 50th (ft) 144 516 302 63 444 Queue Length 95th (ft) 184 #799 355 179 496 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2132 986 2187 915 2755 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.31 0.80 0.59 0.58 0.78 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3.4-1 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 466 445 431 1149 630 540 1650 v/c Ratio 0.81 0.84 0.79 0.68 0.82 0.80 0.57 Control Delay 44.2 46.5 38.6 32.1 23.7 50.6 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 46.5 38.6 32.1 23.7 50.6 15.5 Queue Length 50th (ft) 291 282 234 247 179 176 249 Queue Length 95th (ft) 478 #513 409 320 365 #293 326 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 760 692 710 2298 915 813 3694 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.61 0.64 0.61 0.50 0.69 0.66 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3.4-2 Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 539 561 1372 339 1867 v/c Ratio 0.35 0.78 0.63 0.41 0.68 Control Delay 15.2 27.5 20.4 6.8 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 27.5 20.4 6.8 20.8 Queue Length 50th (ft) 80 207 178 23 197 Queue Length 95th (ft) 156 442 331 102 355 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2854 1318 3500 1173 4411 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.19 0.43 0.39 0.29 0.42 Intersection Summary 3.4-3 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 367 363 338 1233 458 663 1364 v/c Ratio 0.77 0.78 0.73 0.72 0.66 0.79 0.43 Control Delay 45.4 41.7 37.4 32.2 19.3 44.1 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 41.7 37.4 32.2 19.3 44.1 10.7 Queue Length 50th (ft) 216 198 165 243 113 198 149 Queue Length 95th (ft) 382 368 315 358 266 318 226 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 703 671 662 2301 848 1126 4027 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.52 0.54 0.51 0.54 0.54 0.59 0.34 Intersection Summary 3.4-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 4.1: EXISTING USE COUNTS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total 0:0000000 0:0000000 0:1500000 0:1500000 0:3000000 0:3000000 0:4500000 0:4500000 1:0000000 1:0000000 1:1500000 1:1500000 1:3000000 1:3000000 1:4500000 1:4500000 2:0000000 2:0000000 2:1500000 2:1500000 2:3000000 2:3000000 2:4500000 2:4500000 3:0000000 3:0000000 3:1500000 3:1500000 3:3001001 3:3000000 3:4501001 3:4500011 4:0000000 4:0000011 4:1500000 4:1500000 4:3000000 4:3000000 4:4500000 4:4500000 5:0040004 5:0000000 5:1510001 5:1520002 5:3020002 5:3010001 5:4520002 5:4500000 6:0020002 6:0000000 6:1540004 6:1500000 6:3000000 6:3010001 6:4500000 6:4500011 7:0010001 7:0000000 7:1500000 7:1510001 7:3000000 7:3000000 7:4500000 7:4500000 8:0000000 8:0000000 8:1500000 8:1500000 8:3010012 8:3000000 8:4500000 8:4500000 9:0001001 9:0001001 9:1500000 9:1501001 9:3000000 9:3000000 9:4501001 9:4500000 10:0000000 10:0001001 10:1500000 10:1500000 10:3000000 10:3000000 10:4510001 10:4510001 11:0000000 11:0000000 11:1500000 11:1500000 11:3001001 11:3000000 11:4500000 11:4521003 Exiting Tuesday, October 18, 2022 Fontana 11115 Hemlock Avenue Classified Driveway Counts Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62684.1-1 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Exiting Tuesday, October 18, 2022 Fontana 11115 Hemlock Avenue Classified Driveway Counts Entering 12:0010001 12:0010001 12:1500000 12:1500000 12:3000000 12:3000000 12:4510001 12:4500000 13:0000000 13:0010001 13:1500000 13:1500000 13:3000000 13:3000000 13:4500000 13:4500000 14:0000000 14:0000000 14:1500000 14:1500000 14:3000000 14:3000000 14:4500000 14:4500000 15:0000000 15:0070007 15:1510001 15:1510001 15:3000000 15:3010001 15:4500000 15:4500000 16:0011002 16:0000000 16:1500000 16:1520002 16:3000000 16:3000000 16:4500000 16:4500000 17:0000000 17:0000000 17:1500000 17:1500000 17:3000000 17:3000000 17:4500000 17:4500000 18:0000000 18:0000000 18:1500000 18:1500000 18:3000000 18:3000000 18:4500000 18:4500000 19:0000000 19:0000000 19:1500000 19:1500000 19:3000000 19:3000000 19:4500000 19:4500000 20:0000000 20:0000000 20:1500000 20:1500000 20:3000000 20:3000000 20:4500000 20:4500000 21:0000000 21:0000000 21:1500000 21:1500000 21:3000000 21:3010001 21:4510001 21:4510001 22:0010001 22:0000000 22:1500000 22:1500000 22:3000000 22:3000000 22:4500000 22:4500000 23:0000000 23:0000000 23:1500000 23:1500000 23:3000000 23:3000000 23:4500000 23:4500000 TOTAL2460131 2340330 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62684.1-2 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total 0:0000000 0:0000000 0:1500000 0:1500000 0:3000000 0:3000000 0:4500000 0:4500000 1:0000000 1:0000000 1:1500000 1:1500000 1:3000000 1:3000000 1:4500000 1:4500000 2:0000000 2:0000000 2:1500000 2:1500000 2:3000000 2:3000000 2:4500000 2:4500000 3:0000000 3:0000000 3:1500000 3:1500000 3:3000000 3:3000000 3:4500000 3:4500000 4:0000000 4:0000000 4:1500000 4:1500000 4:3000000 4:3000000 4:4510001 4:4500000 5:0010001 5:0000000 5:1510001 5:1500000 5:3020002 5:3030003 5:4500000 5:4500000 6:0050005 6:0000000 6:1520002 6:1500000 6:3000000 6:3000000 6:4500000 6:4500000 7:0010001 7:0000000 7:1521003 7:1500000 7:3000000 7:3000000 7:4520002 7:4500000 8:0000000 8:0001012 8:1510001 8:1500000 8:3000000 8:3000000 8:4500000 8:4500000 9:0010001 9:0000000 9:1502002 9:1521003 9:3000000 9:3000000 9:4500000 9:4500000 10:0000000 10:0000000 10:1500000 10:1501001 10:3000000 10:3000000 10:4500000 10:4500000 11:0000000 11:0000000 11:1500000 11:1500000 11:3000000 11:3010001 11:4500000 11:4500000 Exiting Fontana 11115 Hemlock Avenue Wednesday, October 19, 2022 Classified Driveway Counts Entering Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62684.1-3 City: Location: Date: Count Type: Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Pass Veh Large 2 Axle 3 Axle 4+ Axle Total Exiting Fontana 11115 Hemlock Avenue Wednesday, October 19, 2022 Classified Driveway Counts Entering 12:0012003 12:0000000 12:1500000 12:1500000 12:3000000 12:3000000 12:4510001 12:4501001 13:0000000 13:0011002 13:1510001 13:1500000 13:3000000 13:3000000 13:4500000 13:4500000 14:0000000 14:0010001 14:1500000 14:1510001 14:3000000 14:3000000 14:4500000 14:4500000 15:0000000 15:0070007 15:1510001 15:1540004 15:3000000 15:3000000 15:4500000 15:4510001 16:0010001 16:0000000 16:1500000 16:1510001 16:3000000 16:3010001 16:4500000 16:4510001 17:0000000 17:0000000 17:1500000 17:1500000 17:3000000 17:3000000 17:4500000 17:4500000 18:0000000 18:0000000 18:1500000 18:1500000 18:3000000 18:3000000 18:4500000 18:4500000 19:0000000 19:0000000 19:1500000 19:1500000 19:3000000 19:3000000 19:4500000 19:4500000 20:0000000 20:0000000 20:1500000 20:1500000 20:3000000 20:3000000 20:4500000 20:4500000 21:0000000 21:0000000 21:1500000 21:1500000 21:3010001 21:3010001 21:4500000 21:4500000 22:0000000 22:0000000 22:1500000 22:1500000 22:3000000 22:3000000 22:4500000 22:4500000 23:0000000 23:0000000 23:1500000 23:1500000 23:3000000 23:3000000 23:4500000 23:4500000 TOTAL2550030 2550131 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268‐62684.1-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 5.1: EAP (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 630 744 1225 516 2035 Future Volume (vph) 630 744 1225 516 2035 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)70.0 70.0 50.0 50.0 50.0 Total Split (%)58.3% 58.3% 41.7% 41.7% 41.7% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)60.2 60.2 43.4 43.4 43.4 Actuated g/C Ratio 0.53 0.53 0.38 0.38 0.38 v/c Ratio 0.37 0.95 0.68 0.65 0.90 Control Delay 16.4 47.4 32.1 11.5 39.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.4 47.4 32.1 11.5 39.4 LOS B D C B D Approach Delay 33.2 25.9 39.4 Approach LOS C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 113.7 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 33.2 Intersection LOS: C Intersection Capacity Utilization 78.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 5.1-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 630 744 1225 516 0 2035 Future Volume (veh/h) 630 744 1225 516 0 2035 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 692 681 1346 0 0 2236 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000 Cap, veh/h 1598 733 2246 0 2830 Arrive On Green 0.46 0.46 0.43 0.00 0.00 0.43 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 692 681 1346 0 0 2236 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 12.0 35.7 17.8 0.0 0.0 26.4 Cycle Q Clear(g_c), s 12.0 35.7 17.8 0.0 0.0 26.4 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1598 733 2246 0 2830 V/C Ratio(X)0.43 0.93 0.60 0.00 0.79 Avail Cap(c_a), veh/h 2550 1170 2608 0 3287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 16.5 23.0 19.4 0.0 0.0 21.9 Incr Delay (d2), s/veh 0.1 6.2 0.1 0.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 13.8 6.4 0.0 0.0 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.6 29.2 19.6 0.0 0.0 22.8 LnGrp LOS B C B A C Approach Vol, veh/h 1373 1346 2236 Approach Delay, s/veh 22.9 19.6 22.8 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 43.8 43.8 45.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 65.0 Max Q Clear Time (g_c+I1), s 19.8 28.4 37.7 Green Ext Time (p_c), s 6.5 10.4 3.0 Intersection Summary HCM 6th Ctrl Delay 22.0 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-2 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/22/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 599 9 740 1142 615 529 1618 Future Volume (vph) 599 9 740 1142 615 529 1618 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)47.0 47.0 47.0 47.0 47.0 26.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 39.2% 21.7% 60.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)37.0 37.0 37.0 34.9 34.9 20.2 59.2 Actuated g/C Ratio 0.35 0.35 0.35 0.33 0.33 0.19 0.56 v/c Ratio 0.83 0.89 0.80 0.72 0.85 0.85 0.60 Control Delay 46.8 52.6 40.7 34.6 27.7 56.6 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 52.6 40.7 34.6 27.7 56.6 17.0 LOS DDDCCEB Approach Delay 46.8 32.2 26.8 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 106.5 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 33.7 Intersection LOS: C Intersection Capacity Utilization 89.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 5.1-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/22/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 599 9 740 00001142 615 529 1618 0 Future Volume (veh/h) 599 9 740 00001142 615 529 1618 0 Initial Q (Qb), veh 0 0 0 000000 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 869 0 460 0 1215 621 563 1721 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1132 0 503 0 1979 614 627 3094 0 Arrive On Green 0.31 0.00 0.31 0.00 0.38 0.38 0.18 0.60 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 869 0 460 0 1215 621 563 1721 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 23.9 0.0 30.3 0.0 20.8 42.0 17.3 22.1 0.0 Cycle Q Clear(g_c), s 23.9 0.0 30.3 0.0 20.8 42.0 17.3 22.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1132 0 503 0 1979 614 627 3094 0 V/C Ratio(X)0.77 0.00 0.91 0.00 0.61 1.01 0.90 0.56 0.00 Avail Cap(c_a), veh/h 1381 0 614 0 1979 614 702 3204 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.2 0.0 36.4 0.0 27.5 34.0 44.2 13.4 0.0 Incr Delay (d2), s/veh 1.6 0.0 14.7 0.0 0.4 39.0 12.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 0.0 13.3 0.0 8.2 21.9 8.3 7.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.9 0.0 51.1 0.0 27.9 73.1 56.9 13.5 0.0 LnGrp LOS D A D A C F E B A Approach Vol, veh/h 1329 1836 2284 Approach Delay, s/veh 41.2 43.2 24.2 Approach LOS D D C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 23.7 47.0 39.4 70.7 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 42.0 42.0 68.0 Max Q Clear Time (g_c+I1), s 19.3 44.0 32.3 24.1 Green Ext Time (p_c), s 0.4 0.0 2.2 10.4 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 5.1-4 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 420 219 53 274 321 39 1044 505 1073 780 Future Volume (vph) 420 219 53 274 321 39 1044 505 1073 780 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.5 9.7 52.2 14.0 11.3 40.8 14.0 43.5 13.0 Total Split (%)10.8% 46.3% 8.1% 43.5% 11.7% 9.4% 34.0% 11.7% 36.3% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)8.8 24.6 5.3 16.5 31.8 6.2 24.8 9.8 33.2 48.1 Actuated g/C Ratio 0.11 0.30 0.07 0.20 0.39 0.08 0.31 0.12 0.41 0.59 v/c Ratio 1.08 0.23 0.24 0.38 0.48 0.29 0.70 1.16 0.51 0.69 Control Delay 107.4 21.3 44.8 28.5 16.9 47.4 28.5 131.4 21.7 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.4 21.3 44.8 28.5 16.9 47.4 28.5 131.4 21.7 11.2 LOS F C D C B D C F C B Approach Delay 75.2 24.1 29.1 41.7 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.1 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.16 Intersection Signal Delay: 41.0 Intersection LOS: D Intersection Capacity Utilization 72.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 5.1-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 420 219 33 53 274 321 39 1044 53 505 1073 780 Future Volume (veh/h) 420 219 33 53 274 321 39 1044 53 505 1073 780 Initial Q (Qb), veh 000000050000 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 424 221 27 54 277 232 39 1055 54 510 1084 665 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 345 749 90 150 626 460 64 1767 89 386 2333 885 Arrive On Green 0.11 0.24 0.24 0.04 0.18 0.18 0.04 0.35 0.35 0.12 0.43 0.43 Sat Flow, veh/h 3619 3243 392 3510 3610 1610 1810 5053 258 3619 5187 1610 Grp Volume(v), veh/h 424 122 126 54 277 232 39 722 387 510 1084 665 Grp Sat Flow(s),veh/h/ln 1810 1805 1830 1755 1805 1610 1810 1729 1853 1810 1729 1610 Q Serve(g_s), s 8.4 4.4 4.5 1.2 5.5 9.5 1.7 13.7 13.7 9.4 12.0 26.1 Cycle Q Clear(g_c), s 8.4 4.4 4.5 1.2 5.5 9.5 1.7 13.7 13.7 9.4 12.0 26.1 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 345 417 423 150 626 460 64 1208 647 386 2333 885 V/C Ratio(X) 1.23 0.29 0.30 0.36 0.44 0.50 0.61 0.60 0.60 1.32 0.46 0.75 Avail Cap(c_a), veh/h 381 1139 1155 225 2129 1139 152 1518 814 427 2453 931 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 39.9 26.7 26.7 39.1 31.1 25.1 39.9 21.5 21.5 39.4 16.0 14.5 Incr Delay (d2), s/veh 126.2 0.4 0.4 0.5 0.5 0.9 3.4 0.5 0.9 161.9 0.1 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.6 1.9 2.0 0.5 2.4 3.7 0.8 5.2 5.7 12.6 4.3 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 166.1 27.0 27.1 39.6 31.6 25.9 43.3 22.1 22.5 201.3 16.2 17.8 LnGrp LOS F CCDCCDCCFBB Approach Vol, veh/h 672 563 1148 2259 Approach Delay, s/veh 114.8 30.0 23.0 58.4 Approach LOS F C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 33.6 8.1 24.1 7.5 40.1 13.0 19.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 9.4 35.0 5.1 50.3 6.7 37.7 8.4 47.0 Max Q Clear Time (g_c+I1), s 11.4 15.7 3.2 6.5 3.7 28.1 10.4 11.5 Green Ext Time (p_c), s 0.0 6.7 0.0 1.3 0.0 6.2 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 54.4 HCM 6th LOS D 5.1-6 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 576 56 7 664 8 9 2 29 1 1 29 Future Vol, veh/h 44 576 56 7 664 8 9 2 29 1 1 29 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 00000000000 Mvmt Flow 49 640 62 8 738 9 10 2 32 1 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 748 0 0 702 0 0 1155 1533 351 1179 1560 375 Stage 1 ------769769-760760- Stage 2 ------386764-419800- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 870 - - 905 - - 154 118 651 148 113 628 Stage 1 ------364413-369417- Stage 2 ------614416-588400- Platoon blocked, % - - - - Mov Cap-1 Maneuver 869 - - 905 - - 138 110 651 133 106 627 Mov Cap-2 Maneuver ------249222-247226- Stage 1 ------344390-348413- Stage 2 ------576412-524378- Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 14 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)446 869 - - 905 - - 566 HCM Lane V/C Ratio 0.1 0.056 - - 0.009 - - 0.061 HCM Control Delay (s) 14 9.4 - - 9 - - 11.8 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.3 0.2 - - 0 - - 0.2 5.1-7 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)8 475 95 638 56 4 84 22 2 Future Volume (vph)8 475 95 638 56 4 84 22 2 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)17.0 53.0 32.0 68.0 35.0 35.0 35.0 35.0 35.0 Total Split (%)14.2% 44.2% 26.7% 56.7% 29.2% 29.2% 29.2% 29.2% 29.2% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 20.1 7.8 28.4 12.5 12.5 12.5 Actuated g/C Ratio 0.12 0.43 0.17 0.60 0.26 0.26 0.26 v/c Ratio 0.04 0.35 0.34 0.34 0.18 0.18 0.10 Control Delay 25.4 15.3 24.4 9.1 17.3 4.2 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 15.3 24.4 9.1 17.3 4.2 12.8 LOS CBCA BA B Approach Delay 15.4 10.9 9.6 12.8 Approach LOS B B A B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 47.2 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.35 Intersection Signal Delay: 12.4 Intersection LOS: B Intersection Capacity Utilization 44.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 5.1-8 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 475 27 95 638 43 56 4 84 22 2 12 Future Volume (veh/h) 8 475 27 95 638 43 56 4 84 22 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 511 25 102 686 46 60 4 38 24 2 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 22 992 48 161 1236 83 479 26 332 361 46 63 Arrive On Green 0.01 0.28 0.28 0.09 0.36 0.36 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1810 3499 171 1810 3427 230 1378 126 1610 909 221 304 Grp Volume(v), veh/h 9 263 273 102 361 371 64 0 38 33 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1865 1810 1805 1852 1504 0 1610 1434 0 0 Q Serve(g_s), s 0.2 4.4 4.4 2.0 5.7 5.7 0.0 0.0 0.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 4.4 4.4 2.0 5.7 5.7 1.0 0.0 0.7 1.0 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.12 0.94 1.00 0.73 0.21 Lane Grp Cap(c), veh/h 22 512 529 161 651 668 505 0 332 469 0 0 V/C Ratio(X) 0.42 0.51 0.52 0.63 0.55 0.56 0.13 0.00 0.11 0.07 0.00 0.00 Avail Cap(c_a), veh/h 626 2377 2455 1383 3132 3213 1432 0 1361 1398 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.6 10.8 10.8 15.8 9.2 9.2 11.7 0.0 11.6 11.5 0.0 0.0 Incr Delay (d2), s/veh 4.7 0.8 0.8 1.5 0.7 0.7 0.1 0.0 0.2 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.2 1.3 0.7 1.4 1.4 0.3 0.0 0.2 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.3 11.6 11.6 17.3 9.9 9.9 11.8 0.0 11.7 11.6 0.0 0.0 LnGrp LOS C BBBAABABBAA Approach Vol, veh/h 545 834 102 33 Approach Delay, s/veh 11.7 10.8 11.8 11.6 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.1 7.8 16.0 12.1 5.0 18.7 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 30 27.4 47.2 * 30 12.4 62.2 Max Q Clear Time (g_c+I1), s 3.0 4.0 6.4 3.0 2.2 7.7 Green Ext Time (p_c), s 0.4 0.1 3.1 0.1 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.1-9 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 606 107 33 557 9 67 0 14 4 1 19 Future Vol, veh/h 32 606 107 33 557 9 67 0 14 4 1 19 Conflicting Peds, #/hr 0 00002000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 00000000000 Mvmt Flow 34 652 115 35 599 10 72 0 15 4 1 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 611 0 0 767 0 0 1151 1459 384 1070 1511 310 Stage 1 ------778778-676676- Stage 2 ------373681-394835- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 978 - - 856 - - 155 131 620 178 121 692 Stage 1 ------360410-414456- Stage 2 ------625453-608386- Platoon blocked, % - - - - Mov Cap-1 Maneuver 976 - - 856 - - 141 121 620 164 112 689 Mov Cap-2 Maneuver ------253237-281223- Stage 1 ------347396-399436- Stage 2 ------579434-573372- Approach EB WB NB SB HCM Control Delay, s 0.4 0.5 23.4 12.3 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)282 976 - - 856 - - 518 HCM Lane V/C Ratio 0.309 0.035 - - 0.041 - - 0.05 HCM Control Delay (s) 23.4 8.8 - - 9.4 - - 12.3 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 1.3 0.1 - - 0.1 - - 0.2 5.1-10 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 7 5 44 8 56 0 39 16 18 83 15 Future Vol, veh/h 14 7 5 44 8 56 0 39 16 18 83 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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, % 0 00000000000 Mvmt Flow 15 7 5 46 8 59 0 41 17 19 87 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 12 0 0 180 199 6 184 172 34 Stage 1 ------4040-130130- Stage 2 ------140159-5442- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1547 - - 1620 - - 771 700 1081 766 725 1038 Stage 1 ------976866-866792- Stage 2 ------854770-958864- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1547 - - 1620 - - 666 672 1081 697 696 1038 Mov Cap-2 Maneuver ------666672-697696- Stage 1 ------966857-857768- Stage 2 ------723747-889855- Approach EB WB NB SB HCM Control Delay, s 4 3 10.2 10.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)755 1547 - - 1620 - - 727 HCM Lane V/C Ratio 0.077 0.01 - - 0.029 - - 0.168 HCM Control Delay (s) 10.2 7.3 0 - 7.3 0 - 10.9 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.6 5.1-11 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 8: Hemlock Av. & Driveway 1 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 9 45 2 8 124 Future Vol, veh/h 2 9 45 2 8 124 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 10 49 2 9 135 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 203 50 0 0 51 0 Stage 1 50 ----- Stage 2 153 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 790 1024 - - 1568 - Stage 1 978 ----- Stage 2 880 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 785 1024 - - 1568 - Mov Cap-2 Maneuver 785 ----- Stage 1 978 ----- Stage 2 875 ----- Approach WB NB SB HCM Control Delay, s 8.8 0 0.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 970 1568 - HCM Lane V/C Ratio - - 0.012 0.006 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - 5.1-12 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 9: Hemlock Av. & Driveway 2 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 8 39 14 37 89 Future Vol, veh/h 3 8 39 14 37 89 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 9 42 15 40 97 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 227 50 0 0 57 0 Stage 1 50 ----- Stage 2 177 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 766 1024 - - 1560 - Stage 1 978 ----- Stage 2 859 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 745 1024 - - 1560 - Mov Cap-2 Maneuver 745 ----- Stage 1 978 ----- Stage 2 836 ----- Approach WB NB SB HCM Control Delay, s 8.9 0 2.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 929 1560 - HCM Lane V/C Ratio - - 0.013 0.026 - HCM Control Delay (s) - - 8.9 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0.1 - 5.1-13 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 40 12 88 86 35 23 157 66 34 84 8 Future Vol, veh/h 17 40 12 88 86 35 23 157 66 34 84 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %000000000000 Mvmt Flow 20 48 14 106 104 42 28 189 80 41 101 10 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.3 10.5 10 9.6 HCM LOS ABAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %23% 0% 46% 0% 67% 0% 45% 0% Vol Thru, %77% 54% 54% 62% 33% 55% 55% 84% Vol Right, % 0% 46% 0% 38% 0% 45% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 102 145 37 32 131 78 76 50 LT Vol 23 0 17 0 88 0 34 0 Through Vol 79 79 20 20 43 43 42 42 RT Vol 0 66 0 12 0 35 0 8 Lane Flow Rate 122 174 45 39 158 94 92 60 Geometry Grp 77777777 Degree of Util (X) 0.198 0.26 0.078 0.062 0.271 0.144 0.155 0.096 Departure Headway (Hd)5.823 5.386 6.325 5.826 6.174 5.518 6.09 5.751 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 620 670 567 615 582 651 590 624 Service Time 3.523 3.086 4.057 3.558 3.899 3.242 3.816 3.477 HCM Lane V/C Ratio 0.197 0.26 0.079 0.063 0.271 0.144 0.156 0.096 HCM Control Delay 10 10 9.6 8.9 11.2 9.2 9.9 9.1 HCM Lane LOS AAAABAAA HCM 95th-tile Q 0.7 1 0.3 0.2 1.1 0.5 0.5 0.3 5.1-14 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 11: Beech Av. & Driveway 3 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 3 3 238 176 7 Future Vol, veh/h 8 3 3 238 176 7 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 9 3 3 259 191 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 331 100 199 0 - 0 Stage 1 195 ----- Stage 2 136 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 644 943 1385 - - - Stage 1 825 ----- Stage 2 882 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 642 943 1385 - - - Mov Cap-2 Maneuver 642 ----- Stage 1 823 ----- Stage 2 882 ----- Approach EB NB SB HCM Control Delay, s 10.2 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1385 - 703 - - HCM Lane V/C Ratio 0.002 - 0.017 - - HCM Control Delay (s) 7.6 0 10.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 5.1-15 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 12: Beech Av. & Driveway 4 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 3 14 235 151 28 Future Vol, veh/h 6 3 14 235 151 28 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 7 3 15 255 164 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 337 97 194 0 - 0 Stage 1 179 ----- Stage 2 158 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 638 947 1391 - - - Stage 1 840 ----- Stage 2 860 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 630 947 1391 - - - Mov Cap-2 Maneuver 630 ----- Stage 1 829 ----- Stage 2 860 ----- Approach EB NB SB HCM Control Delay, s 10.1 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1391 - 709 - - HCM Lane V/C Ratio 0.011 - 0.014 - - HCM Control Delay (s) 7.6 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0 - - 5.1-16 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 83 19 17 178 6 15 24 7 23 53 17 Future Vol, veh/h 27 83 19 17 178 6 15 24 7 23 53 17 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, %000000000000 Mvmt Flow 29 89 20 18 191 6 16 26 8 25 57 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 8.4 8.7 8.5 8.7 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 39% 0% 16% 0% 100% 0% Vol Thru, %0% 77% 61% 69% 84% 94% 0% 76% Vol Right, %0% 23% 0% 31% 0% 6% 0% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 31 69 61 106 95 23 70 LT Vol 15 0 27 0 17 0 23 0 Through Vol 0 24 42 42 89 89 0 53 RT Vol 0 7 0 19 0 6 0 17 Lane Flow Rate 16 33 74 65 114 102 25 75 Geometry Grp 77777777 Degree of Util (X) 0.027 0.049 0.108 0.088 0.162 0.141 0.041 0.11 Departure Headway (Hd)5.981 5.318 5.301 4.883 5.11 4.985 5.92 5.246 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 598 672 675 733 702 719 605 683 Service Time 3.724 3.061 3.038 2.619 2.843 2.718 3.658 2.984 HCM Lane V/C Ratio 0.027 0.049 0.11 0.089 0.162 0.142 0.041 0.11 HCM Control Delay 8.9 8.3 8.7 8.1 8.8 8.5 8.9 8.6 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.2 0.4 0.3 0.6 0.5 0.1 0.4 5.1-17 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 67 41 66 143 5 23 83 56 9 98 6 Future Vol, veh/h 5 67 41 66 143 5 23 83 56 9 98 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 0 00000000000 Mvmt Flow 6 76 47 75 163 6 26 94 64 10 111 7 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 8.8 9.8 9.2 9.1 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %36% 0% 13% 0% 48% 0% 16% 0% Vol Thru, %64% 43% 87% 45% 52% 93% 84% 89% Vol Right, %0% 57% 0% 55% 0% 7% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 98 39 75 138 77 58 55 LT Vol 23 0 5 0 66 0 9 0 Through Vol 42 42 34 34 72 72 49 49 RT Vol 0560410506 Lane Flow Rate 73 111 44 85 156 87 66 62 Geometry Grp 77777777 Degree of Util (X) 0.118 0.16 0.069 0.122 0.247 0.13 0.105 0.097 Departure Headway (Hd) 5.79 5.204 5.657 5.203 5.685 5.397 5.75 5.595 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 615 684 627 682 627 659 618 635 Service Time 3.568 2.983 3.447 2.992 3.464 3.176 3.535 3.38 HCM Lane V/C Ratio 0.119 0.162 0.07 0.125 0.249 0.132 0.107 0.098 HCM Control Delay 9.4 9 8.9 8.7 10.3 9 9.2 9 HCM Lane LOS AAAABAAA HCM 95th-tile Q 0.4 0.6 0.2 0.4 1 0.4 0.4 0.3 5.1-18 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 109 0 12 203 8 4 9 17 5 23 10 Future Vol, veh/h 9 109 0 12 203 8 4 9 17 5 23 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 10 118 0 13 221 9 4 10 18 5 25 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 230 0 0 118 0 0 287 394 59 336 390 115 Stage 1 ------138138-252252- Stage 2 ------149256-84138- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1350 - - 1483 - - 648 546 1001 599 548 922 Stage 1 ------857786-736702- Stage 2 ------844699-920786- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1350 - - 1483 - - 609 536 1001 572 538 922 Mov Cap-2 Maneuver ------609536-572538- Stage 1 ------850780-730695- Stage 2 ------796692-885780- Approach EB WB NB SB HCM Control Delay, s 0.6 0.4 10.1 11.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)744 1350 - - 1483 - - 610 HCM Lane V/C Ratio 0.044 0.007 - - 0.009 - - 0.068 HCM Control Delay (s) 10.1 7.7 0 - 7.4 0 - 11.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2 5.1-19 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)66 47 29 117 7 445 92 300 Future Volume (vph)66 47 29 117 7 445 92 300 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)17.0 40.0 13.0 36.0 11.0 45.0 22.0 56.0 Total Split (%)14.2% 33.3% 10.8% 30.0% 9.2% 37.5% 18.3% 46.7% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)7.9 16.1 6.6 10.9 6.0 18.0 8.8 27.5 Actuated g/C Ratio 0.13 0.26 0.11 0.18 0.10 0.29 0.14 0.45 v/c Ratio 0.30 0.07 0.16 0.31 0.04 0.49 0.38 0.27 Control Delay 35.0 18.1 36.0 16.6 37.6 22.9 34.6 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 18.1 36.0 16.6 37.6 22.9 34.6 12.3 LOS DBDBDCCB Approach Delay 27.1 19.1 23.1 16.5 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 61.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 20.3 Intersection LOS: C Intersection Capacity Utilization 47.6%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 5.1-20 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 47 11 29 117 83 7 445 38 92 300 99 Future Volume (veh/h) 66 47 11 29 117 83 7 445 38 92 300 99 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 70 50 11 31 124 43 7 473 34 98 319 93 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 120 439 93 65 315 105 17 878 63 146 909 261 Arrive On Green 0.07 0.15 0.15 0.04 0.12 0.12 0.01 0.26 0.26 0.08 0.33 0.33 Sat Flow, veh/h 1810 2959 630 1810 2659 886 1810 3411 244 1810 2768 794 Grp Volume(v), veh/h 70 30 31 31 83 84 7 250 257 98 206 206 Grp Sat Flow(s),veh/h/ln 1810 1805 1784 1810 1805 1740 1810 1805 1850 1810 1805 1756 Q Serve(g_s), s 1.6 0.6 0.6 0.7 1.8 1.9 0.2 5.1 5.1 2.2 3.7 3.8 Cycle Q Clear(g_c), s 1.6 0.6 0.6 0.7 1.8 1.9 0.2 5.1 5.1 2.2 3.7 3.8 Prop In Lane 1.00 0.35 1.00 0.51 1.00 0.13 1.00 0.45 Lane Grp Cap(c), veh/h 120 268 265 65 214 206 17 465 476 146 593 577 V/C Ratio(X) 0.59 0.11 0.12 0.48 0.39 0.41 0.41 0.54 0.54 0.67 0.35 0.36 Avail Cap(c_a), veh/h 525 1445 1428 356 1293 1247 271 1673 1715 737 2155 2097 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 19.4 15.7 15.8 20.2 17.4 17.4 21.0 13.7 13.7 19.1 10.9 10.9 Incr Delay (d2), s/veh 1.7 0.2 0.2 2.0 1.1 1.3 5.9 1.0 1.0 2.0 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 0.6 0.2 0.2 0.3 0.7 0.7 0.1 1.7 1.8 0.9 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.1 15.9 16.0 22.2 18.5 18.7 27.0 14.6 14.6 21.1 11.2 11.3 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 131 198 514 510 Approach Delay, s/veh 18.7 19.2 14.8 13.1 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 16.4 6.1 12.1 5.0 19.4 7.4 10.9 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 17.4 39.6 8.4 34.2 6.4 * 51 12.4 * 31 Max Q Clear Time (g_c+I1), s 4.2 7.1 2.7 2.6 2.2 5.8 3.6 3.9 Green Ext Time (p_c), s 0.1 3.0 0.0 0.2 0.0 2.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.1-21 Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 544 566 1389 384 1885 Future Volume (vph) 544 566 1389 384 1885 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)67.0 67.0 53.0 53.0 53.0 Total Split (%)55.8% 55.8% 44.2% 44.2% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)37.3 37.3 34.5 34.5 34.5 Actuated g/C Ratio 0.45 0.45 0.42 0.42 0.42 v/c Ratio 0.35 0.80 0.66 0.47 0.71 Control Delay 15.6 28.8 22.3 7.9 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 28.8 22.3 7.9 22.8 LOS B C C A C Approach Delay 22.3 19.2 22.8 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 82.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 70.2%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 5.1-22 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 544 566 1389 384 0 1885 Future Volume (veh/h) 544 566 1389 384 0 1885 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 561 550 1432 0 0 1943 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000 Cap, veh/h 1358 623 2350 0 2961 Arrive On Green 0.39 0.39 0.45 0.00 0.00 0.45 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 561 550 1432 0 0 1943 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 7.3 19.9 13.0 0.0 0.0 14.4 Cycle Q Clear(g_c), s 7.3 19.9 13.0 0.0 0.0 14.4 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1358 623 2350 0 2961 V/C Ratio(X)0.41 0.88 0.61 0.00 0.66 Avail Cap(c_a), veh/h 3486 1599 3988 0 5025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 14.0 17.8 12.9 0.0 0.0 13.3 Incr Delay (d2), s/veh 0.1 1.7 0.1 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 6.8 3.9 0.0 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.0 19.5 13.0 0.0 0.0 13.4 LnGrp LOS B B B A B Approach Vol, veh/h 1111 1432 1943 Approach Delay, s/veh 16.8 13.0 13.4 Approach LOS B B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 33.3 33.3 29.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 48.0 62.0 Max Q Clear Time (g_c+I1), s 15.0 16.4 21.9 Green Ext Time (p_c), s 7.5 11.8 2.3 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 5.1-23 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 495 52 543 1277 457 661 1362 Future Volume (vph) 495 52 543 1277 457 661 1362 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)42.0 42.0 42.0 45.0 45.0 33.0 78.0 Total Split (%)35.0% 35.0% 35.0% 37.5% 37.5% 27.5% 65.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)28.7 28.7 28.7 33.8 33.8 24.1 62.1 Actuated g/C Ratio 0.28 0.28 0.28 0.33 0.33 0.24 0.61 v/c Ratio 0.81 0.80 0.76 0.77 0.69 0.83 0.45 Control Delay 49.0 44.1 40.8 34.8 21.6 47.6 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 44.1 40.8 34.8 21.6 47.6 11.4 LOS DDDCCDB Approach Delay 44.7 31.3 23.2 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 101.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 79.4%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 5.1-24 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 495 52 543 00001277 457 661 1362 0 Future Volume (veh/h) 495 52 543 00001277 457 661 1362 0 Initial Q (Qb), veh 0 0 0 000000 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 690 0 344 0 1330 455 689 1419 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 904 0 402 0 1847 573 794 3269 0 Arrive On Green 0.25 0.00 0.25 0.00 0.36 0.36 0.23 0.63 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 690 0 344 0 1330 455 689 1419 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 14.7 0.0 17.0 0.0 18.5 21.2 15.8 11.6 0.0 Cycle Q Clear(g_c), s 14.7 0.0 17.0 0.0 18.5 21.2 15.8 11.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 904 0 402 0 1847 573 794 3269 0 V/C Ratio(X)0.76 0.00 0.85 0.00 0.72 0.79 0.87 0.43 0.00 Avail Cap(c_a), veh/h 1604 0 714 0 2486 772 1220 4536 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.0 0.0 29.9 0.0 23.3 24.1 31.1 7.9 0.0 Incr Delay (d2), s/veh 0.5 0.0 2.1 0.0 0.4 2.9 2.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 6.3 0.0 6.8 7.7 6.5 3.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.5 0.0 31.9 0.0 23.6 27.0 33.9 7.9 0.0 LnGrp LOS C A C A C C C A A Approach Vol, veh/h 1034 1785 2108 Approach Delay, s/veh 30.3 24.5 16.4 Approach LOS C C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 22.9 34.7 25.9 57.6 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 29.0 40.0 37.0 73.0 Max Q Clear Time (g_c+I1), s 17.8 23.2 19.0 13.6 Green Ext Time (p_c), s 1.1 6.6 1.8 7.7 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 5.1-25 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 441 617 71 259 404 57 809 376 1034 495 Future Volume (vph) 441 617 71 259 404 57 809 376 1034 495 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)14.0 55.8 10.4 52.2 13.0 11.1 40.8 13.0 42.7 14.0 Total Split (%)11.7% 46.5% 8.7% 43.5% 10.8% 9.3% 34.0% 10.8% 35.6% 11.7% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)9.8 28.3 5.8 21.7 31.1 6.4 23.3 8.8 28.4 44.3 Actuated g/C Ratio 0.12 0.33 0.07 0.26 0.37 0.08 0.27 0.10 0.33 0.52 v/c Ratio 1.11 0.59 0.31 0.30 0.68 0.44 0.63 1.06 0.63 0.50 Control Delay 114.9 26.1 47.5 25.7 21.8 54.8 29.8 103.0 27.8 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 114.9 26.1 47.5 25.7 21.8 54.8 29.8 103.0 27.8 5.8 LOS FCDCCDCFCA Approach Delay 61.2 25.7 31.3 36.9 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.8 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 39.9 Intersection LOS: D Intersection Capacity Utilization 67.6%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 5.1-26 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 441 617 57 71 259 404 57 809 44 376 1034 495 Future Volume (veh/h) 441 617 57 71 259 404 57 809 44 376 1034 495 Initial Q (Qb), veh 000000050000 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 464 649 56 75 273 304 60 852 38 396 1088 378 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 364 965 83 173 804 521 82 1337 58 325 1942 786 Arrive On Green 0.13 0.30 0.30 0.05 0.23 0.23 0.05 0.26 0.26 0.11 0.33 0.33 Sat Flow, veh/h 3619 3363 290 3510 3610 1606 1810 5090 227 3619 5187 1610 Grp Volume(v), veh/h 464 348 357 75 273 304 60 578 312 396 1088 378 Grp Sat Flow(s),veh/h/ln 1810 1805 1848 1755 1805 1606 1810 1729 1859 1810 1729 1610 Q Serve(g_s), s 9.4 12.4 12.4 1.5 4.7 11.4 2.4 11.0 11.0 8.1 13.2 12.4 Cycle Q Clear(g_c), s 9.4 12.4 12.4 1.5 4.7 11.4 2.4 11.0 11.0 8.1 13.2 12.4 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 364 518 530 173 804 521 82 907 487 325 1942 786 V/C Ratio(X) 1.28 0.67 0.67 0.43 0.34 0.58 0.73 0.64 0.64 1.22 0.56 0.48 Avail Cap(c_a), veh/h 460 1234 1263 275 2292 1202 159 1635 879 411 2586 1007 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 42.0 26.6 26.6 38.8 27.5 23.8 39.6 24.4 24.4 42.5 20.5 14.2 Incr Delay (d2), s/veh 143.5 1.5 1.5 0.6 0.2 1.0 4.6 0.8 1.4 121.3 0.3 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 5.9 6.0 0.7 2.2 4.7 1.3 4.3 4.7 9.1 5.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 185.6 28.1 28.1 39.4 27.7 24.8 44.2 25.4 26.1 163.9 20.8 14.7 LnGrp LOS F CCDCCDCCFCB Approach Vol, veh/h 1169 652 950 1862 Approach Delay, s/veh 90.6 27.7 26.8 50.0 Approach LOS F C C D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 25.1 8.5 27.4 8.1 29.9 14.0 22.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 35.0 5.8 50.6 6.5 36.9 9.4 47.0 Max Q Clear Time (g_c+I1), s 10.1 13.0 3.5 14.4 4.4 15.2 11.4 13.4 Green Ext Time (p_c), s 0.0 5.4 0.0 4.3 0.0 8.9 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 52.3 HCM 6th LOS D 5.1-27 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 951 13 20 557 6 38 5 33 5 3 36 Future Vol, veh/h 33 951 13 20 557 6 38 5 33 5 3 36 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 00000000000 Mvmt Flow 38 1093 15 23 640 7 44 6 38 6 3 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 648 0 0 1108 0 0 1545 1871 554 1317 1875 325 Stage 1 ------1177 1177 - 691 691 - Stage 2 ------368694-6261184 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 947 - - 638 - - 80 73 481 117 73 677 Stage 1 ------206267-406449- Stage 2 ------630447-443265- Platoon blocked, % - - - - Mov Cap-1 Maneuver 946 - - 638 - - 70 68 481 99 68 676 Mov Cap-2 Maneuver ------155171-216165- Stage 1 ------198256-389432- Stage 2 ------566430-383254- Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 31.4 13.7 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)222 946 - - 638 - - 465 HCM Lane V/C Ratio 0.393 0.04 - - 0.036 - - 0.109 HCM Control Delay (s) 31.4 9 - - 10.9 - - 13.7 HCM Lane LOS D A - - B - - B HCM 95th %tile Q(veh) 1.8 0.1 - - 0.1 - - 0.4 5.1-28 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)9 946 62 535 27 5 124 30 7 Future Volume (vph)9 946 62 535 27 5 124 30 7 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)13.0 66.0 20.0 73.0 34.0 34.0 34.0 34.0 34.0 Total Split (%)10.8% 55.0% 16.7% 60.8% 28.3% 28.3% 28.3% 28.3% 28.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 29.4 7.4 35.0 12.4 12.4 12.4 Actuated g/C Ratio 0.09 0.49 0.12 0.58 0.21 0.21 0.21 v/c Ratio 0.06 0.61 0.30 0.29 0.11 0.31 0.16 Control Delay 33.7 14.5 32.2 7.5 24.1 7.4 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.7 14.5 32.2 7.5 24.1 7.4 21.0 LOS CBCA CA C Approach Delay 14.7 10.0 10.8 21.0 Approach LOS B A B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 60 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 56.8%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 5.1-29 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 946 42 62 535 20 27 5 124 30 7 9 Future Volume (veh/h) 9 946 42 62 535 20 27 5 124 30 7 9 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 10 1028 44 67 582 22 29 5 83 33 8 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 24 1537 66 112 1717 65 369 53 300 287 70 45 Arrive On Green 0.01 0.44 0.44 0.06 0.48 0.48 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 3527 151 1810 3544 134 1233 286 1610 866 377 242 Grp Volume(v), veh/h 10 526 546 67 296 308 34 0 83 49 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1873 1810 1805 1872 1520 0 1610 1485 0 0 Q Serve(g_s), s 0.3 11.1 11.1 1.7 4.8 4.8 0.0 0.0 2.1 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.3 11.1 11.1 1.7 4.8 4.8 0.7 0.0 2.1 1.1 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.07 0.85 1.00 0.67 0.16 Lane Grp Cap(c), veh/h 24 787 816 112 874 907 423 0 300 403 0 0 V/C Ratio(X) 0.42 0.67 0.67 0.60 0.34 0.34 0.08 0.00 0.28 0.12 0.00 0.00 Avail Cap(c_a), veh/h 318 2276 2362 584 2541 2635 1053 0 988 1019 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.4 10.7 10.7 21.8 7.6 7.6 16.1 0.0 16.7 16.2 0.0 0.0 Incr Delay (d2), s/veh 4.5 1.0 1.0 1.9 0.2 0.2 0.1 0.0 0.5 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.1 3.2 0.7 1.2 1.3 0.3 0.0 0.7 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.8 11.7 11.7 23.8 7.8 7.8 16.2 0.0 17.2 16.4 0.0 0.0 LnGrp LOS C B B C AABABBAA Approach Vol, veh/h 1082 671 117 49 Approach Delay, s/veh 11.8 9.4 16.9 16.4 Approach LOS BABB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.6 7.5 26.6 13.6 5.2 28.9 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 29 15.4 60.2 * 29 8.4 67.2 Max Q Clear Time (g_c+I1), s 4.1 3.7 13.1 3.1 2.3 6.8 Green Ext Time (p_c), s 0.4 0.0 7.7 0.2 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.1-30 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 1241 93 14 498 14 74 0 26 11 4 28 Future Vol, veh/h 21 1241 93 14 498 14 74 0 26 11 4 28 Conflicting Peds, #/hr 0 00000000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 00000000000 Mvmt Flow 22 1320 99 15 530 15 79 0 28 12 4 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 545 0 0 1419 0 0 1714 1989 710 1272 2031 276 Stage 1 ------1414 1414 - 568 568 - Stage 2 ------300575-7041463 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1034 - - 486 - - ~ 59 62 381 127 58 727 Stage 1 ------147206-480510- Stage 2 ------690506-398195- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1034 - - 486 - - ~ 53 59 381 113 55 725 Mov Cap-2 Maneuver ------120151-232137- Stage 1 ------144202-470494- Stage 2 ------634490-361191- Approach EB WB NB SB HCM Control Delay, s 0.1 0.3 77.3 16 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)146 1034 - - 486 - - 373 HCM Lane V/C Ratio 0.729 0.022 - - 0.031 - - 0.123 HCM Control Delay (s) 77.3 8.6 - - 12.6 - - 16 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 4.3 0.1 - - 0.1 - - 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 5.1-31 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 28 7 52 9 19 2 78 36 30 46 3 Future Vol, veh/h 12 28 7 52 9 19 2 78 36 30 46 3 Conflicting Peds, #/hr 0 01000002000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000000000 Mvmt Flow 15 35 9 66 11 24 3 99 46 38 58 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 35 0 0 45 0 0 238 238 25 254 230 18 Stage 1 ------7171-155155- Stage 2 ------167167-9975- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1589 - - 1576 - - 702 666 1052 684 673 1063 Stage 1 ------936840-838773- Stage 2 ------824764-902836- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1589 - - 1574 - - 624 630 1049 552 637 1063 Mov Cap-2 Maneuver ------624630-552637- Stage 1 ------926831-830740- Stage 2 ------724731-751827- Approach EB WB NB SB HCM Control Delay, s 1.9 4.8 11.3 12 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)719 1589 - - 1574 - - 611 HCM Lane V/C Ratio 0.204 0.01 - - 0.042 - - 0.164 HCM Control Delay (s) 11.3 7.3 0 - 7.4 0 - 12 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.8 0 - - 0.1 - - 0.6 5.1-32 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 8: Hemlock Av. & Driveway 1 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 13 103 4 14 92 Future Vol, veh/h 3 13 103 4 14 92 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 14 112 4 15 100 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 244 114 0 0 116 0 Stage 1 114 ----- Stage 2 130 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 749 944 - - 1485 - Stage 1 916 ----- Stage 2 901 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 741 944 - - 1485 - Mov Cap-2 Maneuver 741 ----- Stage 1 916 ----- Stage 2 891 ----- Approach WB NB SB HCM Control Delay, s 9.1 0 1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 898 1485 - HCM Lane V/C Ratio - - 0.019 0.01 - HCM Control Delay (s) - - 9.1 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - 5.1-33 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 9: Hemlock Av. & Driveway 2 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 36 71 4 10 85 Future Vol, veh/h 13 36 71 4 10 85 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 14 39 77 4 11 92 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 193 79 0 0 81 0 Stage 1 79 ----- Stage 2 114 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 800 987 - - 1529 - Stage 1 949 ----- Stage 2 916 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 794 987 - - 1529 - Mov Cap-2 Maneuver 794 ----- Stage 1 949 ----- Stage 2 909 ----- Approach WB NB SB HCM Control Delay, s 9.1 0 0.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 927 1529 - HCM Lane V/C Ratio - - 0.057 0.007 - HCM Control Delay (s) - - 9.1 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0 - 5.1-34 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 70 17 55 53 41 22 105 109 32 145 14 Future Vol, veh/h 15 70 17 55 53 41 22 105 109 32 145 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 19 88 21 69 66 51 28 131 136 40 181 18 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.6 10 10 10 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %30% 0% 30% 0% 67% 0% 31% 0% Vol Thru, %70% 33% 70% 67% 33% 39% 69% 84% Vol Right, % 0% 67% 0% 33% 0% 61% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 75 162 50 52 82 68 105 87 LT Vol 22 0 15 0 55 0 32 0 Through Vol 53 53 35 35 27 27 73 73 RT Vol 0 109 0 17 0 41 0 14 Lane Flow Rate 93 202 62 65 102 84 131 108 Geometry Grp 77777777 Degree of Util (X) 0.153 0.296 0.11 0.108 0.183 0.133 0.217 0.171 Departure Headway (Hd)5.91 5.283 6.364 5.98 6.456 5.683 5.968 5.699 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 607 680 564 599 556 631 602 630 Service Time 3.639 3.012 4.099 3.715 4.188 3.415 3.698 3.429 HCM Lane V/C Ratio 0.153 0.297 0.11 0.109 0.183 0.133 0.218 0.171 HCM Control Delay 9.7 10.2 9.9 9.4 10.6 9.3 10.4 9.6 HCM Lane LOS ABAABABA HCM 95th-tile Q 0.5 1.2 0.4 0.4 0.7 0.5 0.8 0.6 5.1-35 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 11: Beech Av. & Driveway 3 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 5 5 224 205 12 Future Vol, veh/h 12 5 5 224 205 12 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 13 5 5 243 223 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 362 118 236 0 - 0 Stage 1 230 ----- Stage 2 132 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 616 918 1343 - - - Stage 1 792 ----- Stage 2 886 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 614 918 1343 - - - Mov Cap-2 Maneuver 614 ----- Stage 1 789 ----- Stage 2 886 ----- Approach EB NB SB HCM Control Delay, s 10.4 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1343 - 680 - - HCM Lane V/C Ratio 0.004 - 0.027 - - HCM Control Delay (s) 7.7 0 10.4 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 5.1-36 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 12: Beech Av. & Driveway 4 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 27 13 4 202 202 8 Future Vol, veh/h 27 13 4 202 202 8 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 29 14 4 220 220 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 343 115 229 0 - 0 Stage 1 225 ----- Stage 2 118 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 633 922 1351 - - - Stage 1 797 ----- Stage 2 900 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 631 922 1351 - - - Mov Cap-2 Maneuver 631 ----- Stage 1 795 ----- Stage 2 900 ----- Approach EB NB SB HCM Control Delay, s 10.5 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1351 - 703 - - HCM Lane V/C Ratio 0.003 - 0.062 - - HCM Control Delay (s) 7.7 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.2 - - 5.1-37 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 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 21 175 5 8 114 10 22 19 31 18 21 14 Future Vol, veh/h 21 175 5 8 114 10 22 19 31 18 21 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 26 219 6 10 143 13 28 24 39 23 26 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9 8.6 8.6 8.7 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 19% 0% 12% 0% 100% 0% Vol Thru, %0% 38% 81% 95% 88% 85% 0% 60% Vol Right, %0% 62% 0% 5% 0% 15% 0% 40% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 22 50 109 93 65 67 18 35 LT Vol 22 0 21 0 8 0 18 0 Through Vol 0 19 88 88 57 57 0 21 RT Vol 0 31 0 5 0 10 0 14 Lane Flow Rate 28 62 136 116 81 84 22 44 Geometry Grp 77777777 Degree of Util (X) 0.047 0.089 0.195 0.162 0.118 0.118 0.038 0.065 Departure Headway (Hd)6.088 5.147 5.171 5.036 5.222 5.055 6.117 5.33 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 587 694 693 711 685 708 584 669 Service Time 3.839 2.898 2.911 2.775 2.965 2.798 3.87 3.083 HCM Lane V/C Ratio 0.048 0.089 0.196 0.163 0.118 0.119 0.038 0.066 HCM Control Delay 9.1 8.4 9.2 8.8 8.7 8.5 9.1 8.5 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.3 0.7 0.6 0.4 0.4 0.1 0.2 5.1-38 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 198 20 68 102 9 22 79 65 18 99 8 Future Vol, veh/h 6 198 20 68 102 9 22 79 65 18 99 8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 0 00000000000 Mvmt Flow 8 248 25 85 128 11 28 99 81 23 124 10 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.3 10.6 10 10 HCM LOS B B A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %36% 0% 6% 0% 57% 0% 27% 0% Vol Thru, %64% 38% 94% 83% 43% 85% 73% 86% Vol Right, %0% 62% 0% 17% 0% 15% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 105 105 119 119 60 68 58 LT Vol 22 0 6 0 68 0 18 0 Through Vol 40 40 99 99 51 51 50 50 RT Vol 0650200908 Lane Flow Rate 77 131 131 149 149 75 84 72 Geometry Grp 77777777 Degree of Util (X) 0.135 0.207 0.216 0.239 0.258 0.122 0.149 0.122 Departure Headway (Hd) 6.339 5.717 5.922 5.774 6.247 5.852 6.363 6.129 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 566 627 606 622 576 613 564 584 Service Time 4.077 3.455 3.655 3.507 3.982 3.587 4.104 3.87 HCM Lane V/C Ratio 0.136 0.209 0.216 0.24 0.259 0.122 0.149 0.123 HCM Control Delay 10.1 10 10.3 10.3 11.2 9.4 10.2 9.7 HCM Lane LOS BABBBABA HCM 95th-tile Q 0.5 0.8 0.8 0.9 1 0.4 0.5 0.4 5.1-39 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 277 0 11 150 7 0 9 52 16 17 8 Future Vol, veh/h 11 277 0 11 150 7 0 9 52 16 17 8 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 0 00000000000 Mvmt Flow 13 338 0 13 183 9 0 11 63 20 21 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 193 0 0 338 0 0 492 583 169 416 579 97 Stage 1 ------364364-215215- Stage 2 ------128219-201364- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1392 - - 1232 - - 464 427 852 526 429 947 Stage 1 ------633627-773729- Stage 2 ------868726-788627- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1391 - - 1232 - - 434 416 852 468 418 946 Mov Cap-2 Maneuver ------434416-468418- Stage 1 ------625619-763720- Stage 2 ------824717-708619- Approach EB WB NB SB HCM Control Delay, s 0.3 0.5 10.4 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)738 1391 - - 1232 - - 492 HCM Lane V/C Ratio 0.101 0.01 - - 0.011 - - 0.102 HCM Control Delay (s) 10.4 7.6 0 - 8 0 - 13.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.3 5.1-40 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 178 155 24 95 15 436 76 327 Future Volume (vph) 178 155 24 95 15 436 76 327 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)26.0 49.0 12.0 35.0 11.0 41.0 18.0 48.0 Total Split (%)21.7% 40.8% 10.0% 29.2% 9.2% 34.2% 15.0% 40.0% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)12.3 24.0 6.3 10.4 6.0 16.3 8.3 25.5 Actuated g/C Ratio 0.18 0.36 0.09 0.16 0.09 0.24 0.12 0.38 v/c Ratio 0.56 0.14 0.15 0.30 0.10 0.56 0.36 0.30 Control Delay 36.5 17.8 40.0 18.4 40.8 27.0 38.4 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 17.8 40.0 18.4 40.8 27.0 38.4 16.2 LOS DBDBDCDB Approach Delay 27.4 21.1 27.4 19.9 Approach LOS C C C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 66.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 48.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 5.1-41 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 178 155 14 24 95 74 15 436 32 76 327 60 Future Volume (veh/h) 178 155 14 24 95 74 15 436 32 76 327 60 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 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 187 163 15 25 100 78 16 459 34 80 344 63 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 243 760 69 54 247 177 36 772 57 126 841 152 Arrive On Green 0.13 0.23 0.23 0.03 0.12 0.12 0.02 0.23 0.23 0.07 0.28 0.28 Sat Flow, veh/h 1810 3340 304 1810 2008 1438 1810 3408 252 1810 3046 551 Grp Volume(v), veh/h 187 87 91 25 89 89 16 242 251 80 202 205 Grp Sat Flow(s),veh/h/ln 1810 1805 1839 1810 1805 1641 1810 1805 1855 1810 1805 1792 Q Serve(g_s), s 4.6 1.8 1.8 0.6 2.1 2.3 0.4 5.5 5.5 2.0 4.2 4.3 Cycle Q Clear(g_c), s 4.6 1.8 1.8 0.6 2.1 2.3 0.4 5.5 5.5 2.0 4.2 4.3 Prop In Lane 1.00 0.17 1.00 0.88 1.00 0.14 1.00 0.31 Lane Grp Cap(c), veh/h 243 410 418 54 222 202 36 409 420 126 498 495 V/C Ratio(X) 0.77 0.21 0.22 0.46 0.40 0.44 0.44 0.59 0.60 0.63 0.41 0.41 Avail Cap(c_a), veh/h 848 1707 1740 293 1170 1064 254 1407 1446 531 1699 1687 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 19.1 14.3 14.3 21.8 18.5 18.6 22.1 15.8 15.8 20.7 13.5 13.5 Incr Delay (d2), s/veh 2.0 0.3 0.3 2.3 1.2 1.5 3.1 1.4 1.4 2.0 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.6 0.6 0.3 0.8 0.8 0.2 2.0 2.0 0.8 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.1 14.6 14.6 24.1 19.6 20.1 25.2 17.2 17.2 22.6 14.0 14.1 LnGrp LOS C B B C B C C B B C B B Approach Vol, veh/h 365 203 509 487 Approach Delay, s/veh 17.9 20.4 17.4 15.4 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 15.7 6.0 16.2 5.5 18.0 10.7 11.4 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 13.4 35.6 7.4 43.2 6.4 * 43 21.4 * 30 Max Q Clear Time (g_c+I1), s 4.0 7.5 2.6 3.8 2.4 6.3 6.6 4.3 Green Ext Time (p_c), s 0.0 2.8 0.0 0.9 0.0 2.4 0.2 0.9 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.1-42 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 5.2: EAP (2024) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP (2024) Conditions - Weekday PM Peak Hour Major Street Name =Slover Av.Total of Both Approaches (VPH) =1271 Number of Approach Lanes Major Street =2 Minor Street Name =Redwood Av.High Volume Approach (VPH) =54 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 127154 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday PM Peak Hour Major Street Name =Slover Av.Total of Both Approaches (VPH) =1531 Number of Approach Lanes Major Street =2 Minor Street Name =Hemlock Av.High Volume Approach (VPH) =86 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 130086 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =114 Number of Approach Lanes Major Street =2 Minor Street Name =Hemlock Av.High Volume Approach (VPH) =96 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-3 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Beech Av.Total of Both Approaches (VPH) =287 Number of Approach Lanes Major Street =2 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =175 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =277 Number of Approach Lanes Major Street =2 Minor Street Name =Elm Av.High Volume Approach (VPH) =75 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-5 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =274 Number of Approach Lanes Major Street =2 Minor Street Name =Poplar Av.High Volume Approach (VPH) =143 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =400 Number of Approach Lanes Major Street =2 Minor Street Name =Catawba Av.High Volume Approach (VPH) =58 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane40058 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-7 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Beech Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 4 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =4,471 vpd Minor Street Future ADT =222 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +4,471 1 222 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +4,471 1 222 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 13% 26% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT EAP (2024) CP 02/22/23 CP 02/22/23 5.2-8 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Hemlock Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =2,184 vpd Minor Street Future ADT =138 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,184 1 138 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,184 1 138 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 8% 16% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX on Higher-Volume EAP (2024) CP CP 02/22/23 02/22/23 (Based on Estimated Average Daily Traffic - See Note) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day on Major Street RURAL (R) URBAN RURAL Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches) Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX (One Direction Only) Satisfied Not Satisfied XX CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on Minor Street Approach (One Direction Only) Minimum Requirements EADT Vehicles Per Day on Higher-Volume Major Street (Total of Both Approaches) Minor Street Approach 5.2-9 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Hemlock Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 2 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =1,978 vpd Minor Street Future ADT =272 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,978 1 272 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,978 1 272 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 16% 24% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. EAP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 5.2-10 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Beech Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 3 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =4,600 vpd Minor Street Future ADT =137 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +4,600 1 137 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +4,600 1 137 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 8% 16% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. EAP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 5.2-11 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Beech Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 4 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =4,471 vpd Minor Street Future ADT =222 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +4,471 1 222 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +4,471 1 222 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 13% 26% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. EAP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 5.2-12 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 5.3: EAP (2024) CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 692 818 1346 567 2236 v/c Ratio 0.37 0.95 0.68 0.65 0.90 Control Delay 16.4 47.4 32.1 11.5 39.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.4 47.4 32.1 11.5 39.4 Queue Length 50th (ft) 151 558 319 82 473 Queue Length 95th (ft) 192 #852 373 210 527 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2020 935 2072 897 2611 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.34 0.87 0.65 0.63 0.86 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5.3-1 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 EAP (2024) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 497 481 456 1215 654 563 1721 v/c Ratio 0.83 0.89 0.80 0.72 0.85 0.85 0.60 Control Delay 46.8 52.6 40.7 34.6 27.7 56.6 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 52.6 40.7 34.6 27.7 56.6 17.0 Queue Length 50th (ft) 347 349 280 290 228 211 301 Queue Length 95th (ft) #555 #590 #472 342 #410 #313 347 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 697 631 656 2108 865 745 3413 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.71 0.76 0.70 0.58 0.76 0.76 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5.3-2 Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 561 584 1432 396 1943 v/c Ratio 0.35 0.80 0.66 0.47 0.71 Control Delay 15.6 28.8 22.3 7.9 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 28.8 22.3 7.9 22.8 Queue Length 50th (ft) 89 234 203 33 226 Queue Length 95th (ft) 162 470 369 133 396 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2710 1251 3258 1121 4105 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.21 0.47 0.44 0.35 0.47 Intersection Summary 5.3-3 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 EAP (2024) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 392 382 362 1330 476 689 1419 v/c Ratio 0.81 0.80 0.76 0.77 0.69 0.83 0.45 Control Delay 49.0 44.1 40.8 34.8 21.6 47.6 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 44.1 40.8 34.8 21.6 47.6 11.4 Queue Length 50th (ft) 263 236 205 296 145 232 174 Queue Length 95th (ft) 412 390 344 394 295 332 237 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 654 626 619 2139 800 1047 3846 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.60 0.61 0.58 0.62 0.59 0.66 0.37 Intersection Summary 5.3-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 5.4: EAP (2024) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 420 219 53 274 321 39 1044 505 1073 780 Future Volume (vph) 420 219 53 274 321 39 1044 505 1073 780 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)12.0 54.5 9.7 52.2 14.8 11.4 41.0 14.8 44.4 12.0 Total Split (%)10.0% 45.4% 8.1% 43.5% 12.3% 9.5% 34.2% 12.3% 37.0% 10.0% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s)7.8 23.6 5.3 16.5 27.8 6.2 24.8 10.7 34.0 47.8 Actuated g/C Ratio 0.10 0.29 0.07 0.20 0.34 0.08 0.31 0.13 0.42 0.59 v/c Ratio 1.23 0.24 0.23 0.38 0.52 0.28 0.70 1.07 0.50 0.69 Control Delay 159.6 22.0 44.8 28.4 11.3 47.2 28.3 97.7 21.0 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 159.6 22.0 44.8 28.4 11.3 47.2 28.3 97.7 21.0 11.2 LOS F C D C B D C F C B Approach Delay 108.1 21.3 29.0 34.2 Approach LOS F C C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 80.9 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.23 Intersection Signal Delay: 41.5 Intersection LOS: D Intersection Capacity Utilization 72.9%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 5.4-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 420 219 33 53 274 321 39 1044 53 505 1073 780 Future Volume (veh/h) 420 219 33 53 274 321 39 1044 53 505 1073 780 Initial Q (Qb), veh 000000050000 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 424 221 27 54 277 232 39 1055 54 510 1084 665 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 316 586 71 154 472 442 66 1544 77 435 2503 928 Arrive On Green 0.10 0.19 0.19 0.05 0.14 0.14 0.04 0.30 0.30 0.17 0.45 0.45 Sat Flow, veh/h 3619 3243 392 3510 3610 1610 1810 5053 258 3619 5187 1610 Grp Volume(v), veh/h 424 122 126 54 277 232 39 722 387 510 1084 665 Grp Sat Flow(s),veh/h/ln 1810 1805 1830 1755 1805 1610 1810 1729 1853 1810 1729 1610 Q Serve(g_s), s 7.4 4.3 4.4 1.1 5.3 2.0 1.6 13.5 13.5 10.0 10.7 23.2 Cycle Q Clear(g_c), s 7.4 4.3 4.4 1.1 5.3 2.0 1.6 13.5 13.5 10.0 10.7 23.2 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 316 326 331 154 472 442 66 1055 566 435 2503 928 V/C Ratio(X) 1.34 0.37 0.38 0.35 0.59 0.52 0.59 0.68 0.68 1.17 0.43 0.72 Avail Cap(c_a), veh/h 365 1213 1229 244 2313 1302 168 1659 889 608 2729 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 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 38.7 28.6 28.6 36.8 32.4 10.0 37.6 22.6 22.6 37.3 13.3 12.0 Incr Delay (d2), s/veh 174.2 0.7 0.7 0.5 1.2 1.0 3.1 0.8 1.5 93.8 0.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.7 2.0 2.0 0.5 2.4 1.8 0.8 5.1 5.6 9.9 3.6 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 213.0 29.3 29.3 37.3 33.6 11.0 40.7 23.6 24.2 131.2 13.5 14.3 LnGrp LOS F CCDCBDCCFBB Approach Vol, veh/h 672 563 1148 2259 Approach Delay, s/veh 145.2 24.6 24.4 40.3 Approach LOS F C C D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.1 28.0 7.9 19.3 7.3 38.8 12.0 15.2 Change Period (Y+Rc), s 5.8 * 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 10.2 * 35 5.1 49.3 6.8 38.6 7.4 47.0 Max Q Clear Time (g_c+I1), s 12.0 15.5 3.1 6.4 3.6 25.2 9.4 7.3 Green Ext Time (p_c), s 0.0 6.7 0.0 1.3 0.0 7.8 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 49.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.4-2 Timings Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)44 576 7 664 9211 Future Volume (vph)44 576 7 664 9211 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None Min Min Min Min Act Effct Green (s)12.9 12.9 12.9 12.9 8.2 8.2 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.26 0.26 v/c Ratio 0.17 0.47 0.03 0.50 0.10 0.07 Control Delay 8.8 8.0 7.3 8.5 5.7 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.8 8.0 7.3 8.5 5.7 4.8 LOS A A A A A A Approach Delay 8.1 8.5 5.7 4.8 Approach LOS AAAA Intersection Summary Cycle Length: 53 Actuated Cycle Length: 31 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 40.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Redwood Av. & Slover Av. 5.4-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 576 56 7 664 8 9 2 29 1 1 29 Future Volume (veh/h) 44 576 56 7 664 8 9 2 29 1 1 29 Initial Q (Qb), veh 000000000000 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 49 640 62 8 738 9 10 2 32 1 1 32 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %000000000000 Cap, veh/h 501 1436 139 516 1577 19 219 50 239 155 15 309 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 725 3325 322 757 3652 45 195 246 1177 21 75 1523 Grp Volume(v), veh/h 49 347 355 8 365 382 44 0 0 34 0 0 Grp Sat Flow(s),veh/h/ln 725 1805 1842 757 1805 1892 1618 0 0 1618 0 0 Q Serve(g_s), s 1.3 3.3 3.3 0.2 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.8 3.3 3.3 3.5 3.5 3.5 0.5 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.02 0.23 0.73 0.03 0.94 Lane Grp Cap(c), veh/h 501 779 795 516 779 817 508 0 0 479 0 0 V/C Ratio(X) 0.10 0.45 0.45 0.02 0.47 0.47 0.09 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a), veh/h 836 1612 1645 865 1612 1689 1589 0 0 1590 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.7 4.9 4.9 6.2 5.0 5.0 8.0 0.0 0.0 8.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.0 0.4 0.4 0.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.2 0.0 0.2 0.2 0.1 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.8 5.3 5.3 6.2 5.4 5.4 8.1 0.0 0.0 8.1 0.0 0.0 LnGrp LOS AAAAAAAAAAAA Approach Vol, veh/h 751 755 44 34 Approach Delay, s/veh 5.4 5.4 8.1 8.1 Approach LOS AAAA Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 9.5 15.1 9.5 15.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.0 22.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 2.5 6.8 2.4 5.5 Green Ext Time (p_c), s 0.1 3.8 0.1 3.8 Intersection Summary HCM 6th Ctrl Delay 5.6 HCM 6th LOS A 5.4-4 Timings Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)32 606 33 557 67 0 4 1 Future Volume (vph)32 606 33 557 67 0 4 1 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None Min Min Min Min Act Effct Green (s)13.2 13.2 13.2 13.2 8.7 8.7 Actuated g/C Ratio 0.42 0.42 0.42 0.42 0.27 0.27 v/c Ratio 0.10 0.51 0.13 0.41 0.22 0.06 Control Delay 8.0 8.4 8.6 8.0 8.2 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 8.4 8.6 8.0 8.2 5.8 LOS A A A A A A Approach Delay 8.4 8.0 8.2 5.8 Approach LOS AAAA Intersection Summary Cycle Length: 53 Actuated Cycle Length: 31.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 8.2 Intersection LOS: A Intersection Capacity Utilization 46.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Slover Av. & Hemlock Av. 5.4-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 EAP (2024) Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 606 107 33 557 9 67 0 14 4 1 19 Future Volume (veh/h) 32 606 107 33 557 9 67 0 14 4 1 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 34 652 115 35 599 10 72 0 15 4 1 20 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 544 1274 224 480 1509 25 505 26 54 198 44 277 Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.21 0.00 0.21 0.21 0.21 0.21 Sat Flow, veh/h 824 3067 540 712 3632 61 1096 122 254 119 205 1296 Grp Volume(v), veh/h 34 383 384 35 298 311 87 0 0 25 0 0 Grp Sat Flow(s),veh/h/ln 824 1805 1803 712 1805 1887 1471 0 0 1620 0 0 Q Serve(g_s), s 0.7 3.8 3.8 0.9 2.8 2.8 0.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 3.8 3.8 4.8 2.8 2.8 1.1 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.03 0.83 0.17 0.16 0.80 Lane Grp Cap(c), veh/h 544 750 749 480 750 784 585 0 0 518 0 0 V/C Ratio(X) 0.06 0.51 0.51 0.07 0.40 0.40 0.15 0.00 0.00 0.05 0.00 0.00 Avail Cap(c_a), veh/h 950 1638 1636 831 1638 1713 1584 0 0 1615 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.2 5.3 5.3 7.0 5.0 5.0 7.9 0.0 0.0 7.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.5 0.1 0.3 0.3 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.3 0.3 0.1 0.2 0.2 0.2 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.2 5.8 5.8 7.1 5.3 5.3 8.0 0.0 0.0 7.7 0.0 0.0 LnGrp LOS AAAAAAAAAAAA Approach Vol, veh/h 801 644 87 25 Approach Delay, s/veh 5.8 5.4 8.0 7.7 Approach LOS AAAA Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 9.7 14.6 9.7 14.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.0 22.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 3.1 5.8 2.3 6.8 Green Ext Time (p_c), s 0.4 4.2 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A 5.4-6 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 441 617 71 259 404 57 809 376 1034 495 Future Volume (vph) 441 617 71 259 404 57 809 376 1034 495 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 48.2 9.6 48.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)16.0 54.2 13.0 51.2 11.8 9.8 41.0 11.8 43.0 16.0 Total Split (%)13.3% 45.2% 10.8% 42.7% 9.8% 8.2% 34.2% 9.8% 35.8% 13.3% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)11.9 28.1 6.5 20.2 29.2 5.4 22.4 8.5 28.0 46.0 Actuated g/C Ratio 0.14 0.33 0.08 0.24 0.35 0.06 0.27 0.10 0.33 0.55 v/c Ratio 0.91 0.59 0.28 0.32 0.68 0.52 0.65 1.09 0.63 0.49 Control Delay 61.9 26.3 44.6 26.8 17.3 60.8 30.2 112.4 27.2 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.9 26.3 44.6 26.8 17.3 60.8 30.2 112.4 27.2 5.5 LOS E C D C B E C F C A Approach Delay 40.4 23.3 32.1 38.4 Approach LOS D C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 35.3 Intersection LOS: D Intersection Capacity Utilization 67.6%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 5.4-7 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 441 617 57 71 259 404 57 809 44 376 1034 495 Future Volume (veh/h) 441 617 57 71 259 404 57 809 44 376 1034 495 Initial Q (Qb), veh 000000050000 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 464 649 56 75 273 304 60 852 38 396 1088 378 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 456 865 75 179 607 421 84 1334 58 288 2015 851 Arrive On Green 0.15 0.27 0.27 0.06 0.17 0.17 0.05 0.26 0.26 0.11 0.34 0.34 Sat Flow, veh/h 3619 3363 290 3510 3610 1604 1810 5090 227 3619 5187 1610 Grp Volume(v), veh/h 464 348 357 75 273 304 60 578 312 396 1088 378 Grp Sat Flow(s),veh/h/ln 1810 1805 1848 1755 1805 1604 1810 1729 1859 1810 1729 1610 Q Serve(g_s), s 8.6 12.1 12.1 1.4 4.7 3.6 2.3 10.3 10.3 7.5 12.2 10.8 Cycle Q Clear(g_c), s 8.6 12.1 12.1 1.4 4.7 3.6 2.3 10.3 10.3 7.5 12.2 10.8 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 456 464 475 179 607 421 84 906 487 288 2015 851 V/C Ratio(X) 1.02 0.75 0.75 0.42 0.45 0.72 0.72 0.64 0.64 1.38 0.54 0.44 Avail Cap(c_a), veh/h 597 1280 1310 427 2403 1244 136 1762 947 395 2792 1116 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 39.6 27.4 27.4 36.9 29.9 11.3 37.7 22.8 22.8 41.7 18.6 11.4 Incr Delay (d2), s/veh 37.0 2.5 2.4 0.6 0.5 2.4 4.3 0.8 1.4 189.5 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 5.9 6.1 0.7 2.2 2.3 1.2 4.0 4.4 10.6 4.6 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.6 29.9 29.9 37.4 30.5 13.7 41.9 23.9 24.5 231.2 18.9 11.8 LnGrp LOS F CCDCBDCCFBB Approach Vol, veh/h 1169 652 950 1862 Approach Delay, s/veh 48.4 23.4 25.2 62.6 Approach LOS D C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 23.7 8.4 23.6 8.0 29.1 15.3 16.7 Change Period (Y+Rc), s 5.8 * 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 7.2 * 35 8.4 49.0 5.2 37.2 11.4 46.0 Max Q Clear Time (g_c+I1), s 9.5 12.3 3.4 14.1 4.3 14.2 10.6 6.7 Green Ext Time (p_c), s 0.0 5.5 0.0 4.3 0.0 9.1 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 45.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5.4-8 Timings Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)33 951 20 557 38 5 5 3 Future Volume (vph)33 951 20 557 38 5 5 3 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None Min Min Min Min Act Effct Green (s)17.7 17.7 17.7 17.7 8.8 8.8 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.24 0.24 v/c Ratio 0.10 0.63 0.11 0.37 0.23 0.12 Control Delay 7.5 9.6 8.6 7.2 9.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 9.6 8.6 7.2 9.5 5.8 LOS A A A A A A Approach Delay 9.5 7.3 9.5 5.8 Approach LOS AAAA Intersection Summary Cycle Length: 53 Actuated Cycle Length: 36.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 46.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Redwood Av. & Slover Av. 5.4-9 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 951 13 20 557 6 38 5 33 5 3 36 Future Volume (veh/h) 33 951 13 20 557 6 38 5 33 5 3 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 38 1093 15 23 640 7 44 6 38 6 3 41 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %000000000000 Cap, veh/h 569 1813 25 404 1819 20 296 58 121 163 35 239 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 796 3645 50 517 3657 40 566 324 677 99 193 1331 Grp Volume(v), veh/h 38 541 567 23 316 331 88 0 0 50 0 0 Grp Sat Flow(s),veh/h/ln 796 1805 1890 517 1805 1892 1567 0 0 1623 0 0 Q Serve(g_s), s 0.9 6.0 6.0 0.9 3.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.8 6.0 6.0 6.9 3.0 3.0 1.2 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 0.03 1.00 0.02 0.50 0.43 0.12 0.82 Lane Grp Cap(c), veh/h 569 898 940 404 898 941 475 0 0 436 0 0 V/C Ratio(X) 0.07 0.60 0.60 0.06 0.35 0.35 0.19 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 802 1426 1493 555 1426 1494 1392 0 0 1409 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.4 5.0 5.0 7.5 4.3 4.3 9.9 0.0 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.6 0.1 0.2 0.2 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.4 0.4 0.1 0.2 0.2 0.3 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.5 5.7 5.7 7.6 4.5 4.5 10.1 0.0 0.0 9.8 0.0 0.0 LnGrp LOS AAAAAABAAAAA Approach Vol, veh/h 1146 670 88 50 Approach Delay, s/veh 5.7 4.6 10.1 9.8 Approach LOS AABA Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 9.5 18.4 9.5 18.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.0 22.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 3.2 8.0 2.7 8.9 Green Ext Time (p_c), s 0.4 5.8 0.2 3.1 Intersection Summary HCM 6th Ctrl Delay 5.6 HCM 6th LOS A 5.4-10 Timings Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)21 1241 14 498 74 0 11 4 Future Volume (vph)21 1241 14 498 74 0 11 4 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (s)26.5 26.5 26.5 26.5 26.5 26.5 26.5 26.5 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None Min Min Min Min Act Effct Green (s)21.7 21.7 21.7 21.7 9.3 9.3 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.23 0.23 v/c Ratio 0.05 0.73 0.08 0.28 0.31 0.12 Control Delay 7.2 12.6 8.5 6.6 11.7 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.2 12.6 8.5 6.6 11.7 7.2 LOS A B A A B A Approach Delay 12.5 6.6 11.7 7.2 Approach LOS BABA Intersection Summary Cycle Length: 53 Actuated Cycle Length: 40.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 10.8 Intersection LOS: B Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 6: Slover Av. & Hemlock Av. 5.4-11 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 EAP (2024) Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 1241 93 14 498 14 74 0 26 11 4 28 Future Volume (veh/h) 21 1241 93 14 498 14 74 0 26 11 4 28 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 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 22 1320 99 15 530 15 79 0 28 12 4 30 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 642 1878 140 329 1978 56 352 27 64 181 54 174 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.16 0.00 0.16 0.16 0.16 0.16 Sat Flow, veh/h 875 3405 255 384 3585 101 940 163 391 233 330 1057 Grp Volume(v), veh/h 22 698 721 15 267 278 107 0 0 46 0 0 Grp Sat Flow(s),veh/h/ln 875 1805 1854 384 1805 1882 1494 0 0 1620 0 0 Q Serve(g_s), s 0.4 9.0 9.0 0.9 2.5 2.5 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.9 9.0 9.0 10.0 2.5 2.5 1.9 0.0 0.0 0.7 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.05 0.74 0.26 0.26 0.65 Lane Grp Cap(c), veh/h 642 996 1023 329 996 1038 443 0 0 410 0 0 V/C Ratio(X) 0.03 0.70 0.70 0.05 0.27 0.27 0.24 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 766 1251 1286 384 1251 1305 1205 0 0 1237 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 4.5 5.2 5.2 8.9 3.7 3.7 11.8 0.0 0.0 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.3 1.3 0.1 0.1 0.1 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.8 0.8 0.1 0.2 0.2 0.5 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.5 6.5 6.5 8.9 3.9 3.9 12.1 0.0 0.0 11.5 0.0 0.0 LnGrp LOS AAAAAABAABAA Approach Vol, veh/h 1441 560 107 46 Approach Delay, s/veh 6.5 4.0 12.1 11.5 Approach LOS AABB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 9.7 22.0 9.7 22.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.0 22.0 22.0 22.0 Max Q Clear Time (g_c+I1), s 3.9 11.0 2.7 12.0 Green Ext Time (p_c), s 0.5 6.5 0.2 2.3 Intersection Summary HCM 6th Ctrl Delay 6.2 HCM 6th LOS A 5.4-12 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.1: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 676 763 1251 549 2057 Future Volume (vph) 676 763 1251 549 2057 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)70.0 70.0 50.0 50.0 50.0 Total Split (%)58.3% 58.3% 41.7% 41.7% 41.7% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)62.4 62.4 44.0 44.0 44.0 Actuated g/C Ratio 0.54 0.54 0.38 0.38 0.38 v/c Ratio 0.40 0.96 0.70 0.68 0.92 Control Delay 16.7 49.7 33.4 12.7 41.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 49.7 33.4 12.7 41.7 LOS B D C B D Approach Delay 34.2 27.1 41.7 Approach LOS C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 116.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 34.7 Intersection LOS: C Intersection Capacity Utilization 79.7%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 6.1-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 676 763 1251 549 0 2057 Future Volume (veh/h) 676 763 1251 549 0 2057 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 743 701 1375 0 0 2260 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000 Cap, veh/h 1638 751 2213 0 2789 Arrive On Green 0.47 0.47 0.43 0.00 0.00 0.43 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 743 701 1375 0 0 2260 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 13.4 38.6 19.4 0.0 0.0 28.4 Cycle Q Clear(g_c), s 13.4 38.6 19.4 0.0 0.0 28.4 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1638 751 2213 0 2789 V/C Ratio(X)0.45 0.93 0.62 0.00 0.81 Avail Cap(c_a), veh/h 2434 1116 2490 0 3138 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 16.9 23.6 21.0 0.0 0.0 23.5 Incr Delay (d2), s/veh 0.1 8.3 0.2 0.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 15.4 7.1 0.0 0.0 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 31.9 21.2 0.0 0.0 24.9 LnGrp LOS B C C A C Approach Vol, veh/h 1444 1375 2260 Approach Delay, s/veh 24.2 21.2 24.9 Approach LOS C C C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 45.0 45.0 48.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 65.0 Max Q Clear Time (g_c+I1), s 21.4 30.4 40.6 Green Ext Time (p_c), s 6.6 9.6 3.2 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-2 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 616 9 841 1183 633 538 1677 Future Volume (vph) 616 9 841 1183 633 538 1677 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)47.0 47.0 47.0 47.0 47.0 26.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 39.2% 21.7% 60.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)40.3 40.3 40.3 36.7 36.7 20.7 61.5 Actuated g/C Ratio 0.36 0.36 0.36 0.33 0.33 0.18 0.55 v/c Ratio 0.88 0.93 0.85 0.74 0.88 0.88 0.63 Control Delay 52.2 59.8 46.0 36.5 31.1 61.7 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 52.2 59.8 46.0 36.5 31.1 61.7 18.6 LOS D E D D C E B Approach Delay 52.7 34.6 29.1 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 111.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 37.2 Intersection LOS: D Intersection Capacity Utilization 92.1%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 6.1-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 616 9 841 00001183 633 538 1677 0 Future Volume (veh/h) 616 9 841 00001183 633 538 1677 0 Initial Q (Qb), veh 0 0 0 000000 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 940 0 523 0 1259 640 572 1784 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1242 0 553 0 1860 577 627 2964 0 Arrive On Green 0.34 0.00 0.34 0.00 0.36 0.36 0.18 0.57 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 940 0 523 0 1259 640 572 1784 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 27.0 0.0 37.0 0.0 24.1 42.0 18.7 26.3 0.0 Cycle Q Clear(g_c), s 27.0 0.0 37.0 0.0 24.1 42.0 18.7 26.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1242 0 553 0 1860 577 627 2964 0 V/C Ratio(X)0.76 0.00 0.95 0.00 0.68 1.11 0.91 0.60 0.00 Avail Cap(c_a), veh/h 1297 0 577 0 1860 577 659 3011 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.1 0.0 37.4 0.0 31.8 37.6 47.2 16.4 0.0 Incr Delay (d2), s/veh 2.2 0.0 23.9 0.0 0.8 70.9 16.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 0.0 17.4 0.0 9.7 26.9 9.3 9.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.3 0.0 61.3 0.0 32.7 108.5 63.2 16.6 0.0 LnGrp LOS D A E A C F E B A Approach Vol, veh/h 1463 1899 2356 Approach Delay, s/veh 45.2 58.2 27.9 Approach LOS D E C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 24.9 47.0 45.2 71.9 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 42.0 42.0 68.0 Max Q Clear Time (g_c+I1), s 20.7 44.0 39.0 28.3 Green Ext Time (p_c), s 0.2 0.0 1.2 10.9 Intersection Summary HCM 6th Ctrl Delay 42.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. 6.1-4 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 432 226 53 277 343 44 1070 582 1129 808 Future Volume (vph) 432 226 53 277 343 44 1070 582 1129 808 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.5 9.7 52.2 14.0 11.3 40.8 14.0 43.5 13.0 Total Split (%)10.8% 46.3% 8.1% 43.5% 11.7% 9.4% 34.0% 11.7% 36.3% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)8.8 24.7 5.3 16.6 31.8 6.2 25.2 9.8 33.5 48.4 Actuated g/C Ratio 0.11 0.30 0.07 0.20 0.39 0.08 0.31 0.12 0.41 0.59 v/c Ratio 1.12 0.24 0.24 0.38 0.52 0.32 0.71 1.35 0.53 0.72 Control Delay 119.5 21.6 45.1 28.7 17.9 48.3 28.7 203.9 22.1 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 119.5 21.6 45.1 28.7 17.9 48.3 28.7 203.9 22.1 12.4 LOS F C D C B D C F C B Approach Delay 82.7 24.5 29.4 61.0 Approach LOS F C C E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.5 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.35 Intersection Signal Delay: 51.8 Intersection LOS: D Intersection Capacity Utilization 75.9%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.1-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 432 226 34 53 277 343 44 1070 53 582 1129 808 Future Volume (veh/h) 432 226 34 53 277 343 44 1070 53 582 1129 808 Initial Q (Qb), veh 000000050000 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 436 228 28 54 280 254 44 1081 54 588 1140 693 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 340 779 95 148 668 473 68 1815 89 380 2313 875 Arrive On Green 0.10 0.24 0.24 0.04 0.19 0.19 0.04 0.36 0.36 0.11 0.43 0.43 Sat Flow, veh/h 3619 3241 393 3510 3610 1610 1810 5060 253 3619 5187 1610 Grp Volume(v), veh/h 436 126 130 54 280 254 44 738 397 588 1140 693 Grp Sat Flow(s),veh/h/ln 1810 1805 1829 1755 1805 1610 1810 1729 1855 1810 1729 1610 Q Serve(g_s), s 8.4 4.7 4.8 1.2 5.7 10.9 2.0 14.5 14.5 9.4 13.3 29.4 Cycle Q Clear(g_c), s 8.4 4.7 4.8 1.2 5.7 10.9 2.0 14.5 14.5 9.4 13.3 29.4 Prop In Lane 1.00 0.22 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 340 434 440 148 668 473 68 1239 664 380 2313 875 V/C Ratio(X) 1.28 0.29 0.30 0.37 0.42 0.54 0.64 0.60 0.60 1.55 0.49 0.79 Avail Cap(c_a), veh/h 365 1091 1105 215 2038 1091 146 1454 780 409 2349 892 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 40.5 26.8 26.9 40.3 31.1 25.6 41.0 22.0 22.0 40.0 17.0 15.8 Incr Delay (d2), s/veh 148.1 0.4 0.4 0.6 0.4 0.9 3.7 0.5 0.9 258.6 0.2 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 2.0 2.1 0.5 2.5 4.2 1.0 5.6 6.0 17.6 4.8 10.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 188.6 27.2 27.2 40.8 31.5 26.5 44.8 22.6 23.0 298.6 17.1 20.7 LnGrp LOS F CCDCCDCCFBC Approach Vol, veh/h 692 588 1179 2421 Approach Delay, s/veh 128.9 30.2 23.5 86.5 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 35.6 8.2 25.5 7.8 41.8 13.0 20.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 9.4 35.0 5.1 50.3 6.7 37.7 8.4 47.0 Max Q Clear Time (g_c+I1), s 11.4 16.5 3.2 6.8 4.0 31.4 10.4 12.9 Green Ext Time (p_c), s 0.0 6.7 0.0 1.4 0.0 4.6 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 70.5 HCM 6th LOS E 6.1-6 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 630 87 9 676 8 22 2 30 1 1 29 Future Vol, veh/h 44 630 87 9 676 8 22 2 30 1 1 29 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 00000000000 Mvmt Flow 49 700 97 10 751 9 24 2 33 1 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 761 0 0 797 0 0 1243 1628 399 1226 1672 381 Stage 1 ------847847-777777- Stage 2 ------396781-449895- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 860 - - 834 - - 133 103 606 137 97 623 Stage 1 ------327381-360410- Stage 2 ------606408-564362- Platoon blocked, % - - - - Mov Cap-1 Maneuver 859 - - 834 - - 119 96 606 122 90 622 Mov Cap-2 Maneuver ------226207-236207- Stage 1 ------308359-339405- Stage 2 ------566403-499341- Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 17.6 11.9 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)345 859 - - 834 - - 557 HCM Lane V/C Ratio 0.174 0.057 - - 0.012 - - 0.062 HCM Control Delay (s) 17.6 9.4 - - 9.4 - - 11.9 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.6 0.2 - - 0 - - 0.2 6.1-7 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)8 530 95 652 56 4 84 22 2 Future Volume (vph)8 530 95 652 56 4 84 22 2 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)17.0 53.0 32.0 68.0 35.0 35.0 35.0 35.0 35.0 Total Split (%)14.2% 44.2% 26.7% 56.7% 29.2% 29.2% 29.2% 29.2% 29.2% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 21.4 8.0 29.8 12.5 12.5 12.5 Actuated g/C Ratio 0.11 0.44 0.16 0.61 0.26 0.26 0.26 v/c Ratio 0.04 0.38 0.35 0.34 0.18 0.18 0.10 Control Delay 26.4 15.3 25.0 8.8 18.2 4.3 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 15.3 25.0 8.8 18.2 4.3 13.5 LOS CBCA BA B Approach Delay 15.5 10.8 10.1 13.5 Approach LOS B B B B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 48.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.38 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 44.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 6.1-8 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 530 27 95 652 43 56 4 84 22 2 12 Future Volume (veh/h) 8 530 27 95 652 43 56 4 84 22 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 570 25 102 701 46 60 4 38 24 2 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 22 1028 45 160 1265 83 474 26 329 357 45 62 Arrive On Green 0.01 0.29 0.29 0.09 0.37 0.37 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1810 3519 154 1810 3433 225 1378 126 1610 907 220 303 Grp Volume(v), veh/h 9 292 303 102 368 379 64 0 38 33 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1868 1810 1805 1853 1504 0 1610 1431 0 0 Q Serve(g_s), s 0.2 5.0 5.0 2.0 5.9 5.9 0.0 0.0 0.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 5.0 5.0 2.0 5.9 5.9 1.1 0.0 0.7 1.1 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.12 0.94 1.00 0.73 0.21 Lane Grp Cap(c), veh/h 22 527 546 160 665 683 499 0 329 464 0 0 V/C Ratio(X) 0.42 0.55 0.56 0.64 0.55 0.55 0.13 0.00 0.12 0.07 0.00 0.00 Avail Cap(c_a), veh/h 617 2341 2423 1362 3085 3167 1411 0 1341 1376 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.9 10.9 10.9 16.0 9.1 9.1 11.9 0.0 11.8 11.7 0.0 0.0 Incr Delay (d2), s/veh 4.7 0.9 0.9 1.6 0.7 0.7 0.1 0.0 0.2 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.4 1.4 0.7 1.4 1.5 0.4 0.0 0.2 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 11.8 11.8 17.6 9.8 9.8 12.0 0.0 11.9 11.8 0.0 0.0 LnGrp LOS C BBBAABABBAA Approach Vol, veh/h 604 849 102 33 Approach Delay, s/veh 11.9 10.8 12.0 11.8 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.1 7.8 16.4 12.1 5.0 19.2 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 30 27.4 47.2 * 30 12.4 62.2 Max Q Clear Time (g_c+I1), s 3.1 4.0 7.0 3.1 2.2 7.9 Green Ext Time (p_c), s 0.4 0.1 3.5 0.1 0.0 4.7 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.1-9 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 607 161 33 561 9 77 0 14 4 1 19 Future Vol, veh/h 32 607 161 33 561 9 77 0 14 4 1 19 Conflicting Peds, #/hr 0 00002000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 00000000000 Mvmt Flow 34 653 173 35 603 10 83 0 15 4 1 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 615 0 0 826 0 0 1183 1493 413 1075 1574 312 Stage 1 ------808808-680680- Stage 2 ------375685-395894- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 974 - - 813 - - 147 124 594 177 111 690 Stage 1 ------345397-412454- Stage 2 ------624451-607362- Platoon blocked, % - - - - Mov Cap-1 Maneuver 972 - - 813 - - 133 114 594 162 102 687 Mov Cap-2 Maneuver ------244230-280211- Stage 1 ------333383-397434- Stage 2 ------576431-571349- Approach EB WB NB SB HCM Control Delay, s 0.4 0.5 26 12.4 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)268 972 - - 813 - - 514 HCM Lane V/C Ratio 0.365 0.035 - - 0.044 - - 0.05 HCM Control Delay (s) 26 8.8 - - 9.6 - - 12.4 HCM Lane LOS D A - - A - - B HCM 95th %tile Q(veh) 1.6 0.1 - - 0.1 - - 0.2 6.1-10 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 7 5 44 8 84 0 21 16 117 38 15 Future Vol, veh/h 14 7 5 44 8 84 0 21 16 117 38 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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, % 0 00000000000 Mvmt Flow 15 7 5 46 8 88 0 22 17 123 40 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 96 0 0 12 0 0 156 228 6 189 186 48 Stage 1 ------4040-144144- Stage 2 ------116188-4542- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1510 - - 1620 - - 801 675 1081 759 712 1017 Stage 1 ------976866-850782- Stage 2 ------882748-969864- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1510 - - 1620 - - 731 648 1081 706 684 1017 Mov Cap-2 Maneuver ------731648-706684- Stage 1 ------966857-842759- Stage 2 ------798726-920855- Approach EB WB NB SB HCM Control Delay, s 4 2.4 9.8 11.6 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)784 1510 - - 1620 - - 720 HCM Lane V/C Ratio 0.05 0.01 - - 0.029 - - 0.249 HCM Control Delay (s) 9.8 7.4 0 - 7.3 0 - 11.6 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 1 6.1-11 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 140 11 56 115 35 22 157 59 34 84 8 Future Vol, veh/h 17 140 11 56 115 35 22 157 59 34 84 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %000000000000 Mvmt Flow 20 169 13 67 139 42 27 189 71 41 101 10 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 10.2 10.5 10.5 10.1 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %22% 0% 20% 0% 49% 0% 45% 0% Vol Thru, %78% 57% 80% 86% 51% 62% 55% 84% Vol Right, % 0% 43% 0% 14% 0% 38% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 101 138 87 81 114 93 76 50 LT Vol 22 0 17 0 56 0 34 0 Through Vol 79 79 70 70 58 58 42 42 RT Vol 0 59 0 11 0 35 0 8 Lane Flow Rate 121 166 105 98 137 111 92 60 Geometry Grp 77777777 Degree of Util (X) 0.207 0.264 0.182 0.164 0.24 0.179 0.164 0.102 Departure Headway (Hd)6.146 5.732 6.234 6.038 6.315 5.797 6.454 6.114 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 584 626 575 593 569 619 555 586 Service Time 3.885 3.47 3.974 3.778 4.055 3.537 4.2 3.859 HCM Lane V/C Ratio 0.207 0.265 0.183 0.165 0.241 0.179 0.166 0.102 HCM Control Delay 10.5 10.5 10.4 10 11.1 9.8 10.5 9.6 HCM Lane LOS BBBABABA HCM 95th-tile Q 0.8 1.1 0.7 0.6 0.9 0.6 0.6 0.3 6.1-12 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 160 21 32 177 6 16 24 35 23 53 17 Future Vol, veh/h 27 160 21 32 177 6 16 24 35 23 53 17 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, %000000000000 Mvmt Flow 29 172 23 34 190 6 17 26 38 25 57 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9 9.1 8.7 9.1 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 25% 0% 27% 0% 100% 0% Vol Thru, %0% 41% 75% 79% 73% 94% 0% 76% Vol Right, %0% 59% 0% 21% 0% 6% 0% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 16 59 107 101 121 95 23 70 LT Vol 16 0 27 0 32 0 23 0 Through Vol 0 24 80 80 89 89 0 53 RT Vol 0 35 0 21 0 6 0 17 Lane Flow Rate 17 63 115 109 130 102 25 75 Geometry Grp 77777777 Degree of Util (X) 0.03 0.094 0.171 0.153 0.192 0.146 0.043 0.116 Departure Headway (Hd)6.238 5.314 5.348 5.074 5.345 5.166 6.206 5.53 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 571 670 667 703 669 691 574 644 Service Time 4.007 3.083 3.105 2.832 3.101 2.923 3.973 3.297 HCM Lane V/C Ratio 0.03 0.094 0.172 0.155 0.194 0.148 0.044 0.116 HCM Control Delay 9.2 8.6 9.2 8.8 9.4 8.8 9.3 9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.3 0.6 0.5 0.7 0.5 0.1 0.4 6.1-13 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 153 61 72 147 5 33 83 81 9 98 6 Future Vol, veh/h 5 153 61 72 147 5 33 83 81 9 98 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 0 00000000000 Mvmt Flow 6 174 69 82 167 6 38 94 92 10 111 7 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10 10.6 10 9.8 HCM LOS A B A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %44% 0% 6% 0% 49% 0% 16% 0% Vol Thru, %56% 34% 94% 56% 51% 94% 84% 89% Vol Right, %0% 66% 0% 44% 0% 6% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 75 123 82 138 146 79 58 55 LT Vol 33 0 5 0 72 0 9 0 Through Vol 42 42 77 77 74 74 49 49 RT Vol 0810610506 Lane Flow Rate 85 139 93 156 165 89 66 62 Geometry Grp 77777777 Degree of Util (X) 0.148 0.217 0.152 0.242 0.281 0.144 0.116 0.107 Departure Headway (Hd) 6.314 5.621 5.919 5.573 6.11 5.814 6.31 6.154 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 568 639 607 644 589 617 568 583 Service Time 4.049 3.356 3.652 3.307 3.843 3.548 4.048 3.891 HCM Lane V/C Ratio 0.15 0.218 0.153 0.242 0.28 0.144 0.116 0.106 HCM Control Delay 10.1 9.9 9.7 10.1 11.2 9.5 9.9 9.6 HCM Lane LOS BAABBAAA HCM 95th-tile Q 0.5 0.8 0.5 0.9 1.1 0.5 0.4 0.4 6.1-14 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 113 0 18 237 8 4 9 22 5 23 10 Future Vol, veh/h 9 113 0 18 237 8 4 9 22 5 23 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 10 123 0 20 258 9 4 10 24 5 25 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 267 0 0 123 0 0 325 450 62 390 446 134 Stage 1 ------143143-303303- Stage 2 ------182307-87143- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1308 - - 1477 - - 610 508 996 548 510 897 Stage 1 ------851782-687667- Stage 2 ------808665-917782- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1308 - - 1477 - - 569 496 996 517 498 897 Mov Cap-2 Maneuver ------569496-517498- Stage 1 ------844776-682656- Stage 2 ------756654-877776- Approach EB WB NB SB HCM Control Delay, s 0.6 0.6 10.1 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)741 1308 - - 1477 - - 567 HCM Lane V/C Ratio 0.051 0.007 - - 0.013 - - 0.073 HCM Control Delay (s) 10.1 7.8 0 - 7.5 0.1 - 11.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2 6.1-15 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)73 49 29 123 7 495 92 326 Future Volume (vph)73 49 29 123 7 495 92 326 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)17.0 40.0 13.0 36.0 11.0 45.0 22.0 56.0 Total Split (%)14.2% 33.3% 10.8% 30.0% 9.2% 37.5% 18.3% 46.7% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)8.3 16.6 6.7 11.1 6.0 18.8 9.0 28.3 Actuated g/C Ratio 0.13 0.27 0.11 0.18 0.10 0.30 0.14 0.45 v/c Ratio 0.33 0.07 0.16 0.32 0.04 0.53 0.38 0.31 Control Delay 35.8 18.4 36.9 17.3 38.3 23.5 35.5 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.8 18.4 36.9 17.3 38.3 23.5 35.5 12.3 LOS DBDBDCDB Approach Delay 28.0 19.8 23.7 16.2 Approach LOS C B C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 48.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 6.1-16 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 49 11 29 123 83 7 495 38 92 326 133 Future Volume (veh/h) 73 49 11 29 123 83 7 495 38 92 326 133 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 78 52 11 31 131 43 7 527 34 98 347 129 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 126 447 92 65 313 99 17 938 60 143 887 324 Arrive On Green 0.07 0.15 0.15 0.04 0.12 0.12 0.01 0.27 0.27 0.08 0.34 0.34 Sat Flow, veh/h 1810 2981 611 1810 2698 853 1810 3438 221 1810 2588 946 Grp Volume(v), veh/h 78 31 32 31 86 88 7 276 285 98 240 236 Grp Sat Flow(s),veh/h/ln 1810 1805 1787 1810 1805 1746 1810 1805 1855 1810 1805 1729 Q Serve(g_s), s 1.8 0.7 0.7 0.7 2.0 2.1 0.2 5.8 5.8 2.3 4.5 4.6 Cycle Q Clear(g_c), s 1.8 0.7 0.7 0.7 2.0 2.1 0.2 5.8 5.8 2.3 4.5 4.6 Prop In Lane 1.00 0.34 1.00 0.49 1.00 0.12 1.00 0.55 Lane Grp Cap(c), veh/h 126 270 268 65 209 202 17 492 506 143 618 592 V/C Ratio(X) 0.62 0.11 0.12 0.48 0.41 0.43 0.42 0.56 0.56 0.68 0.39 0.40 Avail Cap(c_a), veh/h 509 1399 1385 345 1252 1211 262 1620 1665 714 2087 1998 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 19.9 16.2 16.2 20.9 18.1 18.2 21.7 13.8 13.8 19.8 11.0 11.0 Incr Delay (d2), s/veh 1.8 0.2 0.2 2.0 1.3 1.5 5.9 1.0 1.0 2.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.2 0.2 0.3 0.8 0.8 0.1 1.9 2.0 0.9 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.8 16.4 16.4 22.9 19.4 19.6 27.7 14.8 14.8 21.9 11.4 11.5 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 141 205 568 574 Approach Delay, s/veh 19.4 20.0 14.9 13.2 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 17.4 6.2 12.4 5.0 20.5 7.7 10.9 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 17.4 39.6 8.4 34.2 6.4 * 51 12.4 * 31 Max Q Clear Time (g_c+I1), s 4.3 7.8 2.7 2.7 2.2 6.6 3.8 4.1 Green Ext Time (p_c), s 0.1 3.3 0.0 0.3 0.0 2.9 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.1-17 Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 570 575 1413 488 1909 Future Volume (vph) 570 575 1413 488 1909 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)67.0 67.0 53.0 53.0 53.0 Total Split (%)55.8% 55.8% 44.2% 44.2% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)38.4 38.4 35.2 35.2 35.2 Actuated g/C Ratio 0.45 0.45 0.42 0.42 0.42 v/c Ratio 0.37 0.80 0.67 0.57 0.72 Control Delay 15.9 29.5 23.0 9.1 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 29.5 23.0 9.1 23.5 LOS B C C A C Approach Delay 22.7 19.5 23.5 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 21.8 Intersection LOS: C Intersection Capacity Utilization 71.2%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 6.1-18 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 570 575 1413 488 0 1909 Future Volume (veh/h) 570 575 1413 488 0 1909 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 588 559 1457 0 0 1968 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000 Cap, veh/h 1375 631 2350 0 2961 Arrive On Green 0.39 0.39 0.45 0.00 0.00 0.45 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 588 559 1457 0 0 1968 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 7.9 20.8 13.8 0.0 0.0 15.2 Cycle Q Clear(g_c), s 7.9 20.8 13.8 0.0 0.0 15.2 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1375 631 2350 0 2961 V/C Ratio(X)0.43 0.89 0.62 0.00 0.66 Avail Cap(c_a), veh/h 3382 1551 3869 0 4875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 14.3 18.2 13.4 0.0 0.0 13.8 Incr Delay (d2), s/veh 0.1 1.7 0.1 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 7.2 4.2 0.0 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 20.0 13.5 0.0 0.0 13.9 LnGrp LOS B B B A B Approach Vol, veh/h 1147 1457 1968 Approach Delay, s/veh 17.1 13.5 13.9 Approach LOS B B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 34.2 34.2 30.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 48.0 62.0 Max Q Clear Time (g_c+I1), s 15.8 17.2 22.8 Green Ext Time (p_c), s 7.7 12.0 2.4 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.1-19 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 504 52 583 1396 505 677 1397 Future Volume (vph) 504 52 583 1396 505 677 1397 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)42.0 42.0 42.0 45.0 45.0 33.0 78.0 Total Split (%)35.0% 35.0% 35.0% 37.5% 37.5% 27.5% 65.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)30.5 30.5 30.5 36.3 36.3 25.2 65.6 Actuated g/C Ratio 0.29 0.29 0.29 0.34 0.34 0.24 0.62 v/c Ratio 0.83 0.84 0.78 0.82 0.75 0.85 0.45 Control Delay 52.3 49.3 43.3 37.8 25.6 51.0 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.3 49.3 43.3 37.8 25.6 51.0 11.8 LOS DDDDCDB Approach Delay 48.5 34.5 24.6 Approach LOS D C C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 106.4 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 33.6 Intersection LOS: C Intersection Capacity Utilization 83.5%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 6.1-20 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 504 52 583 00001396 505 677 1397 0 Future Volume (veh/h) 504 52 583 00001396 505 677 1397 0 Initial Q (Qb), veh 0 0 0 000000 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 712 0 370 0 1454 505 705 1455 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 944 0 420 0 1906 592 793 3295 0 Arrive On Green 0.26 0.00 0.26 0.00 0.37 0.37 0.23 0.64 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 712 0 370 0 1454 505 705 1455 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 17.4 0.0 21.2 0.0 23.7 27.8 18.7 13.7 0.0 Cycle Q Clear(g_c), s 17.4 0.0 21.2 0.0 23.7 27.8 18.7 13.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 944 0 420 0 1906 592 793 3295 0 V/C Ratio(X)0.75 0.00 0.88 0.00 0.76 0.85 0.89 0.44 0.00 Avail Cap(c_a), veh/h 1393 0 620 0 2159 670 1059 3940 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 0.0 34.1 0.0 26.7 28.0 36.0 8.9 0.0 Incr Delay (d2), s/veh 0.6 0.0 7.2 0.0 1.2 8.6 6.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 0.0 8.6 0.0 9.2 11.2 8.2 4.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.3 0.0 41.3 0.0 27.9 36.6 42.2 8.9 0.0 LnGrp LOS C A D A C D D A A Approach Vol, veh/h 1082 1959 2160 Approach Delay, s/veh 36.0 30.1 19.8 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 25.7 40.3 30.1 66.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 29.0 40.0 37.0 73.0 Max Q Clear Time (g_c+I1), s 20.7 29.8 23.2 15.7 Green Ext Time (p_c), s 1.0 5.5 1.9 8.1 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.1-21 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 469 620 71 267 484 58 868 399 1069 511 Future Volume (vph) 469 620 71 267 484 58 868 399 1069 511 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)14.0 55.8 10.4 52.2 13.0 11.1 40.8 13.0 42.7 14.0 Total Split (%)11.7% 46.5% 8.7% 43.5% 10.8% 9.3% 34.0% 10.8% 35.6% 11.7% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)9.8 28.7 5.8 22.0 31.5 6.4 24.2 8.8 29.2 45.1 Actuated g/C Ratio 0.11 0.33 0.07 0.26 0.37 0.07 0.28 0.10 0.34 0.52 v/c Ratio 1.20 0.60 0.32 0.30 0.81 0.46 0.66 1.14 0.64 0.52 Control Delay 146.8 26.6 48.2 26.0 29.3 56.1 30.4 129.0 28.1 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 146.8 26.6 48.2 26.0 29.3 56.1 30.4 129.0 28.1 6.6 LOS FCDCCECFCA Approach Delay 75.6 29.9 31.9 42.9 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 86 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.20 Intersection Signal Delay: 46.2 Intersection LOS: D Intersection Capacity Utilization 74.2%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.1-22 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 469 620 62 71 267 484 58 868 44 399 1069 511 Future Volume (veh/h) 469 620 62 71 267 484 58 868 44 399 1069 511 Initial Q (Qb), veh 000000050000 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 494 653 61 75 281 388 61 914 38 420 1125 395 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 343 1083 101 165 962 579 81 1359 55 307 1858 746 Arrive On Green 0.12 0.33 0.33 0.05 0.27 0.27 0.05 0.26 0.26 0.10 0.32 0.32 Sat Flow, veh/h 3619 3338 311 3510 3610 1607 1810 5108 212 3619 5187 1610 Grp Volume(v), veh/h 494 353 361 75 281 388 61 618 334 420 1125 395 Grp Sat Flow(s),veh/h/ln 1810 1805 1844 1755 1805 1607 1810 1729 1862 1810 1729 1610 Q Serve(g_s), s 9.4 13.2 13.2 1.7 5.0 16.3 2.7 13.0 13.1 8.4 15.3 14.9 Cycle Q Clear(g_c), s 9.4 13.2 13.2 1.7 5.0 16.3 2.7 13.0 13.1 8.4 15.3 14.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 343 586 598 165 962 579 81 919 494 307 1858 746 V/C Ratio(X) 1.44 0.60 0.60 0.45 0.29 0.67 0.75 0.67 0.67 1.37 0.61 0.53 Avail Cap(c_a), veh/h 418 1122 1146 250 2085 1094 145 1487 801 374 2352 916 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 44.9 25.7 25.7 42.0 26.4 24.5 42.7 27.0 27.0 45.4 23.6 17.1 Incr Delay (d2), s/veh 214.0 1.0 1.0 0.7 0.2 1.3 5.2 0.9 1.6 186.1 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.3 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.2 6.1 6.2 0.8 2.3 6.6 1.4 5.3 5.8 11.5 6.0 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 258.9 26.7 26.7 42.7 26.6 25.8 47.9 28.1 28.9 231.4 23.9 17.7 LnGrp LOS F CCDCCDCCFCB Approach Vol, veh/h 1208 744 1013 1940 Approach Delay, s/veh 121.7 27.8 29.6 67.6 Approach LOS F C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 27.3 8.7 32.4 8.3 31.9 14.0 27.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 35.0 5.8 50.6 6.5 36.9 9.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 15.1 3.7 15.2 4.7 17.3 11.4 18.3 Green Ext Time (p_c), s 0.0 5.6 0.0 4.3 0.0 8.8 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 67.0 HCM 6th LOS E 6.1-23 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 959 31 21 612 6 72 5 35 5 3 36 Future Vol, veh/h 33 959 31 21 612 6 72 5 35 5 3 36 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 00000000000 Mvmt Flow 38 1102 36 24 703 7 83 6 40 6 3 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 711 0 0 1138 0 0 1597 1955 569 1386 1970 356 Stage 1 ------1196 1196 - 756 756 - Stage 2 ------401759-6301214 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 898 - - 621 - - ~ 73 65 470 104 63 646 Stage 1 ------201262-371419- Stage 2 ------602418-441257- Platoon blocked, % - - - - Mov Cap-1 Maneuver 897 - - 621 - - ~ 63 60 470 87 58 645 Mov Cap-2 Maneuver ------149162-201154- Stage 1 ------193251-355402- Stage 2 ------537401-377246- Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 56.5 14.3 HCM LOS F B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)190 897 - - 621 - - 439 HCM Lane V/C Ratio 0.678 0.042 - - 0.039 - - 0.115 HCM Control Delay (s) 56.5 9.2 - - 11 - - 14.3 HCM Lane LOS F A - - B - - B HCM 95th %tile Q(veh) 4.1 0.1 - - 0.1 - - 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.1-24 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)9 956 62 590 27 5 124 30 7 Future Volume (vph)9 956 62 590 27 5 124 30 7 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)13.0 66.0 20.0 73.0 34.0 34.0 34.0 34.0 34.0 Total Split (%)10.8% 55.0% 16.7% 60.8% 28.3% 28.3% 28.3% 28.3% 28.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 29.6 7.4 35.2 12.4 12.4 12.4 Actuated g/C Ratio 0.09 0.49 0.12 0.58 0.21 0.21 0.21 v/c Ratio 0.06 0.61 0.30 0.32 0.11 0.31 0.16 Control Delay 33.7 14.5 32.4 7.7 24.3 7.5 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.7 14.5 32.4 7.7 24.3 7.5 21.1 LOS CBCA CA C Approach Delay 14.7 9.9 10.8 21.1 Approach LOS B A B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 60.2 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 6.1-25 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 956 42 62 590 20 27 5 124 30 7 9 Future Volume (veh/h) 9 956 42 62 590 20 27 5 124 30 7 9 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 10 1039 44 67 641 22 29 5 83 33 8 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 24 1549 66 111 1734 59 368 53 298 286 70 45 Arrive On Green 0.01 0.44 0.44 0.06 0.49 0.49 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1810 3529 149 1810 3558 122 1234 286 1610 866 377 242 Grp Volume(v), veh/h 10 531 552 67 325 338 34 0 83 49 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1873 1810 1805 1875 1520 0 1610 1485 0 0 Q Serve(g_s), s 0.3 11.3 11.3 1.7 5.4 5.4 0.0 0.0 2.1 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.3 11.3 11.3 1.7 5.4 5.4 0.7 0.0 2.1 1.1 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.07 0.85 1.00 0.67 0.16 Lane Grp Cap(c), veh/h 24 792 822 111 880 914 421 0 298 401 0 0 V/C Ratio(X) 0.43 0.67 0.67 0.60 0.37 0.37 0.08 0.00 0.28 0.12 0.00 0.00 Avail Cap(c_a), veh/h 316 2261 2346 580 2524 2621 1046 0 982 1012 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.5 10.7 10.7 22.0 7.7 7.7 16.2 0.0 16.8 16.4 0.0 0.0 Incr Delay (d2), s/veh 4.5 1.0 1.0 1.9 0.3 0.2 0.1 0.0 0.5 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.2 3.3 0.7 1.4 1.4 0.3 0.0 0.7 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 11.7 11.7 23.9 8.0 8.0 16.3 0.0 17.3 16.5 0.0 0.0 LnGrp LOS C B B C AABABBAA Approach Vol, veh/h 1093 730 117 49 Approach Delay, s/veh 11.8 9.4 17.0 16.5 Approach LOS BABB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.6 7.6 26.9 13.6 5.2 29.2 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 29 15.4 60.2 * 29 8.4 67.2 Max Q Clear Time (g_c+I1), s 4.1 3.7 13.3 3.1 2.3 7.4 Green Ext Time (p_c), s 0.4 0.0 7.8 0.2 0.0 4.0 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.1-26 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 15.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 1245 99 14 499 14 128 0 26 11 4 28 Future Vol, veh/h 21 1245 99 14 499 14 128 0 26 11 4 28 Conflicting Peds, #/hr 0 00000000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 00000000000 Mvmt Flow 22 1324 105 15 531 15 136 0 28 12 4 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 546 0 0 1429 0 0 1722 1997 715 1275 2042 276 Stage 1 ------1421 1421 - 569 569 - Stage 2 ------301576-7061473 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1033 - - 482 - - ~ 59 61 378 126 57 727 Stage 1 ------146204-479509- Stage 2 ------689505-397193- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1033 - - 482 - - ~ 53 58 378 112 54 725 Mov Cap-2 Maneuver ------~ 119149-231135- Stage 1 ------143200-469493- Stage 2 ------633489-360189- Approach EB WB NB SB HCM Control Delay, s 0.1 0.3 209.6 16.1 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)135 1033 - - 482 - - 371 HCM Lane V/C Ratio 1.214 0.022 - - 0.031 - - 0.123 HCM Control Delay (s) 209.6 8.6 - - 12.7 - - 16.1 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 9.8 0.1 - - 0.1 - - 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.1-27 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 28 7 52 9 121 2 29 36 60 22 3 Future Vol, veh/h 12 28 7 52 9 121 2 29 36 60 22 3 Conflicting Peds, #/hr 0 01000002000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000000000 Mvmt Flow 15 35 9 66 11 153 3 37 46 76 28 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 164 0 0 45 0 0 223 367 25 288 295 82 Stage 1 ------7171-220220- Stage 2 ------152296-6875- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1427 - - 1576 - - 719 565 1052 647 620 968 Stage 1 ------936840-768725- Stage 2 ------841672-940836- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1427 - - 1574 - - 659 532 1049 560 584 968 Mov Cap-2 Maneuver ------659532-560584- Stage 1 ------925830-760691- Stage 2 ------766640-848826- Approach EB WB NB SB HCM Control Delay, s 1.9 2.1 10.6 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)729 1427 - - 1574 - - 575 HCM Lane V/C Ratio 0.116 0.011 - - 0.042 - - 0.187 HCM Control Delay (s) 10.6 7.5 0 - 7.4 0 - 12.7 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.7 6.1-28 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 102 15 43 157 41 20 105 74 32 145 14 Future Vol, veh/h 15 102 15 43 157 41 20 105 74 32 145 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 19 128 19 54 196 51 25 131 93 40 181 18 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 10.2 11 10.5 10.7 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %28% 0% 23% 0% 35% 0% 31% 0% Vol Thru, %72% 42% 77% 77% 65% 66% 69% 84% Vol Right, % 0% 58% 0% 23% 0% 34% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 127 66 66 122 120 105 87 LT Vol 20 0 15 0 43 0 32 0 Through Vol 53 53 51 51 79 79 73 73 RT Vol 0 74 0 15 0 41 0 14 Lane Flow Rate 91 158 82 82 152 149 131 108 Geometry Grp 77777777 Degree of Util (X) 0.16 0.255 0.149 0.142 0.267 0.246 0.232 0.184 Departure Headway (Hd)6.371 5.815 6.489 6.212 6.339 5.917 6.388 6.117 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 562 617 551 576 566 606 562 585 Service Time 4.121 3.566 4.243 3.966 4.087 3.664 4.136 3.866 HCM Lane V/C Ratio 0.162 0.256 0.149 0.142 0.269 0.246 0.233 0.185 HCM Control Delay 10.3 10.6 10.4 10 11.4 10.6 11.1 10.3 HCM Lane LOS BBBABBBB HCM 95th-tile Q 0.6 1 0.5 0.5 1.1 1 0.9 0.7 6.1-29 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 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 21 171 6 38 191 10 25 19 48 18 21 14 Future Vol, veh/h 21 171 6 38 191 10 25 19 48 18 21 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 26 214 8 48 239 13 31 24 60 23 26 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.3 9.6 9.2 9.1 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 20% 0% 28% 0% 100% 0% Vol Thru, %0% 28% 80% 93% 72% 91% 0% 60% Vol Right, %0% 72% 0% 7% 0% 9% 0% 40% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 25 67 107 92 134 106 18 35 LT Vol 25 0 21 0 38 0 18 0 Through Vol 0 19 86 86 96 96 0 21 RT Vol 0 48 0 6 0 10 0 14 Lane Flow Rate 31 84 133 114 167 132 22 44 Geometry Grp 77777777 Degree of Util (X) 0.056 0.125 0.2 0.167 0.25 0.19 0.04 0.069 Departure Headway (Hd)6.404 5.393 5.399 5.254 5.389 5.18 6.471 5.682 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 556 659 660 678 662 688 549 624 Service Time 4.186 3.174 3.169 3.023 3.156 2.946 4.262 3.472 HCM Lane V/C Ratio 0.056 0.127 0.202 0.168 0.252 0.192 0.04 0.071 HCM Control Delay 9.6 9 9.5 9.1 10 9.2 9.5 8.9 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.2 0.4 0.7 0.6 1 0.7 0.1 0.2 6.1-30 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh11.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 199 33 93 184 9 47 79 70 18 99 8 Future Vol, veh/h 6 199 33 93 184 9 47 79 70 18 99 8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 0 00000000000 Mvmt Flow 8 249 41 116 230 11 59 99 88 23 124 10 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.2 12.7 11.1 10.8 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %54% 0% 6% 0% 50% 0% 27% 0% Vol Thru, %46% 36% 94% 75% 50% 91% 73% 86% Vol Right, %0% 64% 0% 25% 0% 9% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 110 106 133 185 101 68 58 LT Vol 47 0 6 0 93 0 18 0 Through Vol 40 40 100 100 92 92 50 50 RT Vol 0700330908 Lane Flow Rate 108 137 132 166 231 126 84 72 Geometry Grp 77777777 Degree of Util (X) 0.207 0.235 0.232 0.282 0.415 0.215 0.162 0.133 Departure Headway (Hd) 6.904 6.172 6.341 6.135 6.46 6.141 6.92 6.685 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 518 579 564 583 555 582 516 534 Service Time 4.67 3.937 4.102 3.896 4.218 3.9 4.694 4.458 HCM Lane V/C Ratio 0.208 0.237 0.234 0.285 0.416 0.216 0.163 0.135 HCM Control Delay 11.5 10.8 11 11.3 13.8 10.6 11 10.5 HCM Lane LOS BBBBBBBB HCM 95th-tile Q 0.8 0.9 0.9 1.2 2 0.8 0.6 0.5 6.1-31 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 310 0 16 151 7 0 9 59 16 17 8 Future Vol, veh/h 11 310 0 16 151 7 0 9 59 16 17 8 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 0 00000000000 Mvmt Flow 13 378 0 20 184 9 0 11 72 20 21 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 194 0 0 378 0 0 547 638 189 451 634 98 Stage 1 ------404404-230230- Stage 2 ------143234-221404- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1391 - - 1192 - - 424 397 827 496 399 945 Stage 1 ------600603-758718- Stage 2 ------851715-767603- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1390 - - 1192 - - 393 384 827 432 386 944 Mov Cap-2 Maneuver ------393384-432386- Stage 1 ------593596-748704- Stage 2 ------802701-679596- Approach EB WB NB SB HCM Control Delay, s 0.3 0.8 10.7 13.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)717 1390 - - 1192 - - 458 HCM Lane V/C Ratio 0.116 0.01 - - 0.016 - - 0.109 HCM Control Delay (s) 10.7 7.6 0 - 8.1 0.1 - 13.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.4 6.1-32 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 212 163 24 97 15 469 76 384 Future Volume (vph) 212 163 24 97 15 469 76 384 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)26.0 49.0 12.0 35.0 11.0 41.0 18.0 48.0 Total Split (%)21.7% 40.8% 10.0% 29.2% 9.2% 34.2% 15.0% 40.0% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)13.8 25.6 6.3 10.6 6.0 17.2 8.4 26.4 Actuated g/C Ratio 0.20 0.37 0.09 0.15 0.09 0.25 0.12 0.38 v/c Ratio 0.62 0.14 0.15 0.31 0.10 0.59 0.37 0.35 Control Delay 38.1 18.0 41.3 19.2 41.9 28.0 39.8 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 18.0 41.3 19.2 41.9 28.0 39.8 17.3 LOS DBDBDCDB Approach Delay 28.9 21.9 28.5 20.5 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 69.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 51.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 6.1-33 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 212 163 14 24 97 74 15 469 32 76 384 64 Future Volume (veh/h) 212 163 14 24 97 74 15 469 32 76 384 64 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 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 223 172 15 25 102 78 16 494 34 80 404 67 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 283 831 72 53 244 172 36 800 55 123 872 143 Arrive On Green 0.16 0.25 0.25 0.03 0.12 0.12 0.02 0.23 0.23 0.07 0.28 0.28 Sat Flow, veh/h 1810 3357 290 1810 2024 1424 1810 3427 235 1810 3096 509 Grp Volume(v), veh/h 223 92 95 25 90 90 16 260 268 80 234 237 Grp Sat Flow(s),veh/h/ln 1810 1805 1842 1810 1805 1644 1810 1805 1858 1810 1805 1801 Q Serve(g_s), s 5.7 1.9 2.0 0.7 2.2 2.5 0.4 6.2 6.3 2.1 5.2 5.3 Cycle Q Clear(g_c), s 5.7 1.9 2.0 0.7 2.2 2.5 0.4 6.2 6.3 2.1 5.2 5.3 Prop In Lane 1.00 0.16 1.00 0.87 1.00 0.13 1.00 0.28 Lane Grp Cap(c), veh/h 283 447 456 53 218 198 36 421 434 123 508 507 V/C Ratio(X) 0.79 0.20 0.21 0.47 0.41 0.45 0.44 0.62 0.62 0.65 0.46 0.47 Avail Cap(c_a), veh/h 800 1610 1644 277 1103 1005 239 1327 1366 501 1603 1599 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 19.6 14.4 14.5 23.1 19.7 19.8 23.5 16.6 16.6 22.0 14.4 14.4 Incr Delay (d2), s/veh 1.9 0.2 0.2 2.4 1.3 1.6 3.1 1.5 1.4 2.1 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.7 0.7 0.3 0.9 0.9 0.2 2.3 2.4 0.8 1.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 14.7 14.7 25.5 21.0 21.4 26.6 18.1 18.1 24.1 15.0 15.1 LnGrp LOS C B B CCCCBBCBB Approach Vol, veh/h 410 205 544 551 Approach Delay, s/veh 18.4 21.7 18.3 16.4 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 16.7 6.0 17.8 5.6 19.0 12.2 11.6 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 13.4 35.6 7.4 43.2 6.4 * 43 21.4 * 30 Max Q Clear Time (g_c+I1), s 4.1 8.3 2.7 4.0 2.4 7.3 7.7 4.5 Green Ext Time (p_c), s 0.0 3.0 0.0 1.0 0.0 2.8 0.2 0.9 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.1-34 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 676 763 1252 566 2062 Future Volume (vph) 676 763 1252 566 2062 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)70.0 70.0 50.0 50.0 50.0 Total Split (%)58.3% 58.3% 41.7% 41.7% 41.7% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)62.4 62.4 44.0 44.0 44.0 Actuated g/C Ratio 0.54 0.54 0.38 0.38 0.38 v/c Ratio 0.40 0.96 0.70 0.70 0.92 Control Delay 16.7 49.8 33.4 13.0 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 49.8 33.4 13.0 41.9 LOS B D C B D Approach Delay 34.2 27.0 41.9 Approach LOS C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 116.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 34.8 Intersection LOS: C Intersection Capacity Utilization 79.8%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 6.2-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 676 763 1252 566 0 2062 Future Volume (veh/h) 676 763 1252 566 0 2062 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 743 701 1376 0 0 2266 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %000000 Cap, veh/h 1638 751 2215 0 2791 Arrive On Green 0.47 0.47 0.43 0.00 0.00 0.43 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 743 701 1376 0 0 2266 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 13.5 38.6 19.4 0.0 0.0 28.6 Cycle Q Clear(g_c), s 13.5 38.6 19.4 0.0 0.0 28.6 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1638 751 2215 0 2791 V/C Ratio(X)0.45 0.93 0.62 0.00 0.81 Avail Cap(c_a), veh/h 2429 1114 2485 0 3131 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 17.0 23.7 21.0 0.0 0.0 23.6 Incr Delay (d2), s/veh 0.1 8.3 0.2 0.0 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 15.4 7.2 0.0 0.0 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 32.0 21.2 0.0 0.0 25.0 LnGrp LOS B C C A C Approach Vol, veh/h 1444 1376 2266 Approach Delay, s/veh 24.3 21.2 25.0 Approach LOS C C C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 45.1 45.1 48.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 45.0 45.0 65.0 Max Q Clear Time (g_c+I1), s 21.4 30.6 40.6 Green Ext Time (p_c), s 6.6 9.5 3.2 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.2-2 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 616 9 878 1201 633 538 1682 Future Volume (vph) 616 9 878 1201 633 538 1682 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)47.0 47.0 47.0 47.0 47.0 26.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 39.2% 21.7% 60.8% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)41.5 41.5 41.5 37.2 37.2 20.8 62.0 Actuated g/C Ratio 0.37 0.37 0.37 0.33 0.33 0.18 0.55 v/c Ratio 0.89 0.94 0.86 0.75 0.89 0.89 0.63 Control Delay 53.2 61.8 47.2 37.3 32.1 63.3 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 53.2 61.8 47.2 37.3 32.1 63.3 19.1 LOS D E D D C E B Approach Delay 54.1 35.5 29.8 Approach LOS D D C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 113.6 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 38.3 Intersection LOS: D Intersection Capacity Utilization 92.5%ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 6.2-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 616 9 878 00001201 633 538 1682 0 Future Volume (veh/h) 616 9 878 00001201 633 538 1682 0 Initial Q (Qb), veh 0 0 0 000000 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 958 0 542 0 1278 640 572 1789 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 1267 0 564 0 1835 570 626 2934 0 Arrive On Green 0.35 0.00 0.35 0.00 0.35 0.35 0.18 0.57 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 958 0 542 0 1278 640 572 1789 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 27.8 0.0 39.2 0.0 25.1 42.0 19.0 27.2 0.0 Cycle Q Clear(g_c), s 27.8 0.0 39.2 0.0 25.1 42.0 19.0 27.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1267 0 564 0 1835 570 626 2934 0 V/C Ratio(X)0.76 0.00 0.96 0.00 0.70 1.12 0.91 0.61 0.00 Avail Cap(c_a), veh/h 1280 0 570 0 1835 570 650 2971 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 34.1 0.0 37.8 0.0 32.9 38.4 47.9 17.1 0.0 Incr Delay (d2), s/veh 2.3 0.0 27.8 0.0 1.0 76.5 16.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.0 0.0 18.9 0.0 10.2 27.8 9.5 9.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.4 0.0 65.6 0.0 33.9 114.9 64.6 17.4 0.0 LnGrp LOS D A E A C F E B A Approach Vol, veh/h 1500 1918 2361 Approach Delay, s/veh 47.0 60.9 28.8 Approach LOS D E C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 25.2 47.0 46.6 72.2 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 42.0 42.0 68.0 Max Q Clear Time (g_c+I1), s 21.0 44.0 41.2 29.2 Green Ext Time (p_c), s 0.2 0.0 0.4 10.9 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. 6.2-4 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 432 231 53 278 361 44 1070 624 1129 808 Future Volume (vph) 432 231 53 278 361 44 1070 624 1129 808 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 55.5 9.7 52.2 14.0 11.3 40.8 14.0 43.5 13.0 Total Split (%)10.8% 46.3% 8.1% 43.5% 11.7% 9.4% 34.0% 11.7% 36.3% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)8.8 24.7 5.3 16.6 31.8 6.2 25.2 9.8 33.5 48.4 Actuated g/C Ratio 0.11 0.30 0.07 0.20 0.39 0.08 0.31 0.12 0.41 0.59 v/c Ratio 1.12 0.25 0.24 0.38 0.54 0.32 0.71 1.45 0.53 0.72 Control Delay 119.5 21.7 45.1 28.7 18.6 48.3 28.7 243.9 22.1 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 119.5 21.7 45.1 28.7 18.6 48.3 28.7 243.9 22.1 12.4 LOS F C D C B D C F C B Approach Delay 82.4 24.7 29.4 73.1 Approach LOS F C C E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.5 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.45 Intersection Signal Delay: 57.8 Intersection LOS: E Intersection Capacity Utilization 77.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.2-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 432 231 34 53 278 361 44 1070 53 624 1129 808 Future Volume (veh/h) 432 231 34 53 278 361 44 1070 53 624 1129 808 Initial Q (Qb), veh 000000050000 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 436 233 28 54 281 273 44 1081 54 630 1140 693 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 335 810 96 146 705 487 68 1804 88 375 2287 864 Arrive On Green 0.10 0.25 0.25 0.04 0.20 0.20 0.04 0.36 0.36 0.11 0.43 0.43 Sat Flow, veh/h 3619 3249 386 3510 3610 1610 1810 5060 253 3619 5187 1610 Grp Volume(v), veh/h 436 128 133 54 281 273 44 738 397 630 1140 693 Grp Sat Flow(s),veh/h/ln 1810 1805 1830 1755 1805 1610 1810 1729 1855 1810 1729 1610 Q Serve(g_s), s 8.4 4.8 4.9 1.3 5.8 12.0 2.0 14.8 14.9 9.4 13.6 30.3 Cycle Q Clear(g_c), s 8.4 4.8 4.9 1.3 5.8 12.0 2.0 14.8 14.9 9.4 13.6 30.3 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 335 450 456 146 705 487 68 1232 661 375 2287 864 V/C Ratio(X) 1.30 0.29 0.29 0.37 0.40 0.56 0.65 0.60 0.60 1.68 0.50 0.80 Avail Cap(c_a), veh/h 359 1071 1086 211 2002 1072 143 1428 766 401 2307 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 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 41.1 26.6 26.7 40.9 30.8 25.7 41.7 22.5 22.5 40.6 17.6 16.5 Incr Delay (d2), s/veh 155.0 0.3 0.3 0.6 0.4 1.0 3.8 0.5 1.0 316.6 0.2 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 2.1 2.2 0.6 2.5 4.6 1.0 5.7 6.2 20.5 4.9 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 196.1 27.0 27.0 41.5 31.2 26.7 45.5 23.2 23.6 357.2 17.7 21.9 LnGrp LOS F CCDCCDCCFBC Approach Vol, veh/h 697 608 1179 2463 Approach Delay, s/veh 132.8 30.1 24.1 105.7 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 35.9 8.2 26.6 7.8 42.1 13.0 21.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 9.4 35.0 5.1 50.3 6.7 37.7 8.4 47.0 Max Q Clear Time (g_c+I1), s 11.4 16.9 3.3 6.9 4.0 32.3 10.4 14.0 Green Ext Time (p_c), s 0.0 6.7 0.0 1.4 0.0 4.0 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 80.8 HCM 6th LOS F 6.2-6 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 676 87 9 695 8 22 2 30 1 1 29 Future Vol, veh/h 44 676 87 9 695 8 22 2 30 1 1 29 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 00000000000 Mvmt Flow 49 751 97 10 772 9 24 2 33 1 1 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 782 0 0 848 0 0 1305 1700 424 1273 1744 392 Stage 1 ------898898-798798- Stage 2 ------407802-475946- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 845 - - 798 - - 120 93 584 126 87 613 Stage 1 ------305361-350401- Stage 2 ------597399-545343- Platoon blocked, % - - - - Mov Cap-1 Maneuver 844 - - 798 - - 107 86 584 111 81 612 Mov Cap-2 Maneuver ------211195-225196- Stage 1 ------287340-329395- Stage 2 ------557393-481323- Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 18.5 12.1 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)326 844 - - 798 - - 545 HCM Lane V/C Ratio 0.184 0.058 - - 0.013 - - 0.063 HCM Control Delay (s) 18.5 9.5 - - 9.6 - - 12.1 HCM Lane LOS C A - - A - - B HCM 95th %tile Q(veh) 0.7 0.2 - - 0 - - 0.2 6.2-7 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)8 576 95 671 56 4 84 22 2 Future Volume (vph)8 576 95 671 56 4 84 22 2 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)17.0 53.0 32.0 68.0 35.0 35.0 35.0 35.0 35.0 Total Split (%)14.2% 44.2% 26.7% 56.7% 29.2% 29.2% 29.2% 29.2% 29.2% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.5 22.4 8.0 30.9 12.5 12.5 12.5 Actuated g/C Ratio 0.11 0.45 0.16 0.62 0.25 0.25 0.25 v/c Ratio 0.04 0.40 0.35 0.35 0.19 0.18 0.10 Control Delay 26.9 15.3 25.6 8.7 18.9 4.4 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.9 15.3 25.6 8.7 18.9 4.4 13.9 LOS CBCA BA B Approach Delay 15.5 10.7 10.4 13.9 Approach LOS B B B B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 49.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 46.1%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 6.2-8 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 576 27 95 671 43 56 4 84 22 2 12 Future Volume (veh/h) 8 576 27 95 671 43 56 4 84 22 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 9 619 25 102 722 46 60 4 38 24 2 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %000000000000 Cap, veh/h 22 1085 44 158 1316 84 465 25 325 349 44 61 Arrive On Green 0.01 0.31 0.31 0.09 0.38 0.38 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1810 3533 143 1810 3440 219 1380 126 1610 905 218 302 Grp Volume(v), veh/h 9 316 328 102 379 389 64 0 38 33 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1871 1810 1805 1854 1505 0 1610 1425 0 0 Q Serve(g_s), s 0.2 5.5 5.5 2.0 6.1 6.1 0.0 0.0 0.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 5.5 5.5 2.0 6.1 6.1 1.1 0.0 0.7 1.1 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.12 0.94 1.00 0.73 0.21 Lane Grp Cap(c), veh/h 22 554 575 158 691 709 490 0 325 454 0 0 V/C Ratio(X) 0.42 0.57 0.57 0.65 0.55 0.55 0.13 0.00 0.12 0.07 0.00 0.00 Avail Cap(c_a), veh/h 600 2278 2361 1326 3002 3084 1373 0 1305 1338 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.3 10.9 10.9 16.5 9.0 9.0 12.3 0.0 12.2 12.1 0.0 0.0 Incr Delay (d2), s/veh 4.7 0.9 0.9 1.6 0.7 0.7 0.1 0.0 0.2 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.5 1.6 0.7 1.5 1.5 0.4 0.0 0.2 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.0 11.8 11.8 18.1 9.7 9.7 12.5 0.0 12.4 12.2 0.0 0.0 LnGrp LOS C BBBAABABBAA Approach Vol, veh/h 653 870 102 33 Approach Delay, s/veh 11.9 10.7 12.4 12.2 Approach LOS BBBB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.2 7.9 17.3 12.2 5.0 20.1 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 30 27.4 47.2 * 30 12.4 62.2 Max Q Clear Time (g_c+I1), s 3.1 4.0 7.5 3.1 2.2 8.1 Green Ext Time (p_c), s 0.4 0.1 3.8 0.1 0.0 4.9 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.2-9 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 607 207 33 561 9 96 0 14 4 1 19 Future Vol, veh/h 32 607 207 33 561 9 96 0 14 4 1 19 Conflicting Peds, #/hr 0 00002000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 00000000000 Mvmt Flow 34 653 223 35 603 10 103 0 15 4 1 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 615 0 0 876 0 0 1208 1518 438 1075 1624 312 Stage 1 ------833833-680680- Stage 2 ------375685-395944- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 974 - - 779 - - 141 120 572 177 104 690 Stage 1 ------334386-412454- Stage 2 ------624451-607344- Platoon blocked, % - - - - Mov Cap-1 Maneuver 972 - - 779 - - 128 110 572 162 96 687 Mov Cap-2 Maneuver ------237225-279203- Stage 1 ------322372-397433- Stage 2 ------575430-570332- Approach EB WB NB SB HCM Control Delay, s 0.3 0.5 30.6 12.4 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)256 972 - - 779 - - 512 HCM Lane V/C Ratio 0.462 0.035 - - 0.046 - - 0.05 HCM Control Delay (s) 30.6 8.8 - - 9.8 - - 12.4 HCM Lane LOS D A - - A - - B HCM 95th %tile Q(veh) 2.3 0.1 - - 0.1 - - 0.2 6.2-10 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 7 5 44 8 85 0 39 16 118 83 15 Future Vol, veh/h 14 7 5 44 8 85 0 39 16 118 83 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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, % 0 00000000000 Mvmt Flow 15 7 5 46 8 89 0 41 17 124 87 16 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 12 0 0 180 229 6 199 187 49 Stage 1 ------4040-145145- Stage 2 ------140189-5442- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1509 - - 1620 - - 771 674 1081 747 711 1016 Stage 1 ------976866-849781- Stage 2 ------854748-958864- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1509 - - 1620 - - 665 647 1081 679 683 1016 Mov Cap-2 Maneuver ------665647-679683- Stage 1 ------966857-841758- Stage 2 ------722726-889855- Approach EB WB NB SB HCM Control Delay, s 4 2.3 10.3 12.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)733 1509 - - 1620 - - 697 HCM Lane V/C Ratio 0.079 0.01 - - 0.029 - - 0.326 HCM Control Delay (s) 10.3 7.4 0 - 7.3 0 - 12.6 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 1.4 6.2-11 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 8: Hemlock Av. & Driveway 1 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 9 45 2 8 124 Future Vol, veh/h 2 9 45 2 8 124 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 2 10 49 2 9 135 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 203 50 0 0 51 0 Stage 1 50 ----- Stage 2 153 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 790 1024 - - 1568 - Stage 1 978 ----- Stage 2 880 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 785 1024 - - 1568 - Mov Cap-2 Maneuver 785 ----- Stage 1 978 ----- Stage 2 875 ----- Approach WB NB SB HCM Control Delay, s 8.8 0 0.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 970 1568 - HCM Lane V/C Ratio - - 0.012 0.006 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - 6.2-12 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 9: Hemlock Av. & Driveway 2 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 8 39 14 37 89 Future Vol, veh/h 3 8 39 14 37 89 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 9 42 15 40 97 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 227 50 0 0 57 0 Stage 1 50 ----- Stage 2 177 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 766 1024 - - 1560 - Stage 1 978 ----- Stage 2 859 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 745 1024 - - 1560 - Mov Cap-2 Maneuver 745 ----- Stage 1 978 ----- Stage 2 836 ----- Approach WB NB SB HCM Control Delay, s 8.9 0 2.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 929 1560 - HCM Lane V/C Ratio - - 0.013 0.026 - HCM Control Delay (s) - - 8.9 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0.1 - 6.2-13 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 140 12 90 115 35 23 157 72 34 84 8 Future Vol, veh/h 17 140 12 90 115 35 23 157 72 34 84 8 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %000000000000 Mvmt Flow 20 169 14 108 139 42 28 189 87 41 101 10 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 10.4 11.3 10.9 10.3 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %23% 0% 20% 0% 61% 0% 45% 0% Vol Thru, %77% 52% 80% 85% 39% 62% 55% 84% Vol Right, % 0% 48% 0% 15% 0% 38% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 102 151 87 82 148 93 76 50 LT Vol 23 0 17 0 90 0 34 0 Through Vol 79 79 70 70 58 58 42 42 RT Vol 0 72 0 12 0 35 0 8 Lane Flow Rate 122 181 105 99 178 111 92 60 Geometry Grp 77777777 Degree of Util (X) 0.214 0.294 0.186 0.169 0.318 0.182 0.169 0.105 Departure Headway (Hd)6.299 5.845 6.379 6.176 6.451 5.873 6.638 6.297 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 569 615 562 580 556 610 539 567 Service Time 4.045 3.591 4.129 3.926 4.198 3.62 4.392 4.051 HCM Lane V/C Ratio 0.214 0.294 0.187 0.171 0.32 0.182 0.171 0.106 HCM Control Delay 10.8 11 10.6 10.2 12.2 9.9 10.7 9.8 HCM Lane LOS BBBBBABA HCM 95th-tile Q 0.8 1.2 0.7 0.6 1.4 0.7 0.6 0.4 6.2-14 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 11: Beech Av. & Driveway 3 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 3 3 244 178 7 Future Vol, veh/h 8 3 3 244 178 7 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 9 3 3 265 193 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 336 101 201 0 - 0 Stage 1 197 ----- Stage 2 139 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 639 941 1383 - - - Stage 1 823 ----- Stage 2 879 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 637 941 1383 - - - Mov Cap-2 Maneuver 637 ----- Stage 1 821 ----- Stage 2 879 ----- Approach EB NB SB HCM Control Delay, s 10.2 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1383 - 699 - - HCM Lane V/C Ratio 0.002 - 0.017 - - HCM Control Delay (s) 7.6 0 10.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 6.2-15 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 12: Beech Av. & Driveway 4 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 3 14 241 153 28 Future Vol, veh/h 6 3 14 241 153 28 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 7 3 15 262 166 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 342 98 196 0 - 0 Stage 1 181 ----- Stage 2 161 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 634 945 1389 - - - Stage 1 838 ----- Stage 2 857 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 626 945 1389 - - - Mov Cap-2 Maneuver 626 ----- Stage 1 827 ----- Stage 2 857 ----- Approach EB NB SB HCM Control Delay, s 10.2 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1389 - 705 - - HCM Lane V/C Ratio 0.011 - 0.014 - - HCM Control Delay (s) 7.6 0 10.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0 - - 6.2-16 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 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 27 173 21 32 211 6 16 24 35 23 53 17 Future Vol, veh/h 27 173 21 32 211 6 16 24 35 23 53 17 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, %000000000000 Mvmt Flow 29 186 23 34 227 6 17 26 38 25 57 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.2 9.4 8.9 9.2 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 24% 0% 23% 0% 100% 0% Vol Thru, %0% 41% 76% 80% 77% 95% 0% 76% Vol Right, %0% 59% 0% 20% 0% 5% 0% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 16 59 114 108 138 112 23 70 LT Vol 16 0 27 0 32 0 23 0 Through Vol 0 24 87 87 106 106 0 53 RT Vol 0 35 0 21 0 6 0 17 Lane Flow Rate 17 63 122 116 148 120 25 75 Geometry Grp 77777777 Degree of Util (X) 0.03 0.096 0.183 0.165 0.22 0.173 0.043 0.118 Departure Headway (Hd)6.355 5.431 5.385 5.128 5.349 5.194 6.322 5.645 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 559 654 663 695 667 687 563 630 Service Time 4.137 3.211 3.148 2.891 3.111 2.956 4.101 3.424 HCM Lane V/C Ratio 0.03 0.096 0.184 0.167 0.222 0.175 0.044 0.119 HCM Control Delay 9.3 8.8 9.4 8.9 9.6 9.1 9.4 9.2 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.1 0.3 0.7 0.6 0.8 0.6 0.1 0.4 6.2-17 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 166 61 72 181 5 33 83 81 9 98 6 Future Vol, veh/h 5 166 61 72 181 5 33 83 81 9 98 6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 0 00000000000 Mvmt Flow 6 189 69 82 206 6 38 94 92 10 111 7 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.2 11 10.3 10 HCM LOS B B B A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %44% 0% 6% 0% 44% 0% 16% 0% Vol Thru, %56% 34% 94% 58% 56% 95% 84% 89% Vol Right, %0% 66% 0% 42% 0% 5% 0% 11% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 75 123 88 144 163 96 58 55 LT Vol 33 0 5 0 72 0 9 0 Through Vol 42 42 83 83 91 91 49 49 RT Vol 0810610506 Lane Flow Rate 85 139 100 164 185 109 66 62 Geometry Grp 77777777 Degree of Util (X) 0.152 0.223 0.167 0.258 0.315 0.177 0.118 0.11 Departure Headway (Hd) 6.462 5.768 5.997 5.668 6.132 5.871 6.466 6.31 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 555 622 598 633 585 611 554 567 Service Time 4.206 3.511 3.737 3.407 3.871 3.61 4.215 4.059 HCM Lane V/C Ratio 0.153 0.223 0.167 0.259 0.316 0.178 0.119 0.109 HCM Control Delay 10.4 10.2 9.9 10.4 11.7 9.9 10.1 9.8 HCM Lane LOS BBABBABA HCM 95th-tile Q 0.5 0.8 0.6 1 1.3 0.6 0.4 0.4 6.2-18 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 126 0 18 271 8 4 9 22 5 23 10 Future Vol, veh/h 9 126 0 18 271 8 4 9 22 5 23 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000000000 Mvmt Flow 10 137 0 20 295 9 4 10 24 5 25 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 304 0 0 137 0 0 357 501 69 434 497 152 Stage 1 ------157157-340340- Stage 2 ------200344-94157- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1268 - - 1459 - - 579 475 986 510 477 873 Stage 1 ------835772-654643- Stage 2 ------789640-908772- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1268 - - 1459 - - 537 463 986 480 465 873 Mov Cap-2 Maneuver ------537463-480465- Stage 1 ------827765-648632- Stage 2 ------736629-867765- Approach EB WB NB SB HCM Control Delay, s 0.5 0.5 10.3 12.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)711 1268 - - 1459 - - 533 HCM Lane V/C Ratio 0.054 0.008 - - 0.013 - - 0.077 HCM Control Delay (s) 10.3 7.9 0 - 7.5 0.1 - 12.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.3 6.2-19 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)85 50 29 128 7 495 92 326 Future Volume (vph)85 50 29 128 7 495 92 326 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)17.0 40.0 13.0 36.0 11.0 45.0 22.0 56.0 Total Split (%)14.2% 33.3% 10.8% 30.0% 9.2% 37.5% 18.3% 46.7% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)8.6 17.0 6.8 11.3 6.1 18.6 9.0 28.0 Actuated g/C Ratio 0.14 0.27 0.11 0.18 0.10 0.30 0.14 0.45 v/c Ratio 0.36 0.07 0.16 0.33 0.04 0.54 0.38 0.33 Control Delay 36.4 18.4 37.1 17.7 38.6 23.9 35.8 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.4 18.4 37.1 17.7 38.6 23.9 35.8 12.0 LOS DBDBDCDB Approach Delay 28.8 20.0 24.0 15.8 Approach LOS C C C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 49.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 6.2-20 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 50 11 29 128 83 7 495 38 92 326 162 Future Volume (veh/h) 85 50 11 29 128 83 7 495 38 92 326 162 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 90 53 11 31 136 43 7 527 34 98 347 160 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 136 467 94 65 317 97 17 934 60 143 824 373 Arrive On Green 0.08 0.16 0.16 0.04 0.12 0.12 0.01 0.27 0.27 0.08 0.34 0.34 Sat Flow, veh/h 1810 2992 602 1810 2724 831 1810 3438 221 1810 2414 1093 Grp Volume(v), veh/h 90 31 33 31 88 91 7 276 285 98 258 249 Grp Sat Flow(s),veh/h/ln 1810 1805 1789 1810 1805 1750 1810 1805 1855 1810 1805 1702 Q Serve(g_s), s 2.2 0.7 0.7 0.7 2.0 2.1 0.2 5.9 5.9 2.4 4.9 5.0 Cycle Q Clear(g_c), s 2.2 0.7 0.7 0.7 2.0 2.1 0.2 5.9 5.9 2.4 4.9 5.0 Prop In Lane 1.00 0.34 1.00 0.47 1.00 0.12 1.00 0.64 Lane Grp Cap(c), veh/h 136 281 279 65 210 204 17 490 504 143 616 581 V/C Ratio(X) 0.66 0.11 0.12 0.48 0.42 0.44 0.42 0.56 0.57 0.69 0.42 0.43 Avail Cap(c_a), veh/h 504 1385 1373 341 1240 1202 260 1604 1648 707 2066 1948 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 20.0 16.2 16.2 21.1 18.3 18.3 22.0 14.0 14.0 20.0 11.3 11.3 Incr Delay (d2), s/veh 2.0 0.2 0.2 2.0 1.3 1.5 6.0 1.0 1.0 2.2 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.2 0.2 0.3 0.8 0.8 0.1 2.0 2.0 0.9 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 16.3 16.4 23.1 19.6 19.9 27.9 15.0 15.0 22.2 11.7 11.8 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 154 210 568 605 Approach Delay, s/veh 19.7 20.2 15.1 13.5 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 17.5 6.2 12.7 5.0 20.6 8.0 11.0 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 17.4 39.6 8.4 34.2 6.4 * 51 12.4 * 31 Max Q Clear Time (g_c+I1), s 4.4 7.9 2.7 2.7 2.2 7.0 4.2 4.1 Green Ext Time (p_c), s 0.1 3.3 0.0 0.3 0.0 3.2 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.2-21 Timings Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Configurations Traffic Volume (vph) 570 575 1417 530 1910 Future Volume (vph) 570 575 1417 530 1910 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 88226 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)26.6 26.6 26.6 26.6 26.6 Total Split (s)67.0 67.0 53.0 53.0 53.0 Total Split (%)55.8% 55.8% 44.2% 44.2% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Min Act Effct Green (s)38.4 38.4 35.3 35.3 35.3 Actuated g/C Ratio 0.45 0.45 0.42 0.42 0.42 v/c Ratio 0.37 0.80 0.68 0.61 0.72 Control Delay 15.9 29.5 23.1 9.6 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 29.5 23.1 9.6 23.5 LOS B C C A C Approach Delay 22.7 19.4 23.5 Approach LOS C B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.5 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 21.7 Intersection LOS: C Intersection Capacity Utilization 71.3%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Cherry Av. & I-10 WB Ramps 6.2-22 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 570 575 1417 530 0 1910 Future Volume (veh/h) 570 575 1417 530 0 1910 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 0 1900 Adj Flow Rate, veh/h 588 559 1461 0 0 1969 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %000000 Cap, veh/h 1375 631 2350 0 2962 Arrive On Green 0.39 0.39 0.45 0.00 0.00 0.45 Sat Flow, veh/h 3510 1610 5358 1610 0 7068 Grp Volume(v), veh/h 588 559 1461 0 0 1969 Grp Sat Flow(s),veh/h/ln 1755 1610 1729 1610 0 1634 Q Serve(g_s), s 7.9 20.8 13.8 0.0 0.0 15.2 Cycle Q Clear(g_c), s 7.9 20.8 13.8 0.0 0.0 15.2 Prop In Lane 1.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1375 631 2350 0 2962 V/C Ratio(X)0.43 0.89 0.62 0.00 0.66 Avail Cap(c_a), veh/h 3380 1550 3866 0 4872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 14.3 18.3 13.4 0.0 0.0 13.8 Incr Delay (d2), s/veh 0.1 1.7 0.1 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 7.2 4.3 0.0 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 20.0 13.5 0.0 0.0 13.9 LnGrp LOS B B B A B Approach Vol, veh/h 1147 1461 1969 Approach Delay, s/veh 17.1 13.5 13.9 Approach LOS B B B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 34.2 34.2 30.2 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 48.0 48.0 62.0 Max Q Clear Time (g_c+I1), s 15.8 17.2 22.8 Green Ext Time (p_c), s 7.7 12.0 2.4 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 6.2-23 Timings Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 504 52 607 1442 505 677 1398 Future Volume (vph) 504 52 607 1442 505 677 1398 Turn Type Perm NA Perm NA Perm Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 4 2 Detector Phase 4442216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.0 10.0 10.0 25.0 25.0 9.0 10.0 Total Split (s)42.0 42.0 42.0 45.0 45.0 33.0 78.0 Total Split (%)35.0% 35.0% 35.0% 37.5% 37.5% 27.5% 65.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 4.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize?Yes Yes Yes Recall Mode None None None Min Min None Min Act Effct Green (s)31.3 31.3 31.3 37.4 37.4 25.4 67.0 Actuated g/C Ratio 0.29 0.29 0.29 0.34 0.34 0.23 0.62 v/c Ratio 0.85 0.85 0.80 0.84 0.75 0.86 0.45 Control Delay 54.3 50.4 45.0 39.0 26.2 52.5 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 50.4 45.0 39.0 26.2 52.5 12.0 LOS DDDDCDB Approach Delay 50.0 35.7 25.2 Approach LOS D D C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 108.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 34.7 Intersection LOS: C Intersection Capacity Utilization 83.8%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 2: Cherry Av. & I-10 EB Ramps 6.2-24 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 504 52 607 00001442 505 677 1398 0 Future Volume (veh/h) 504 52 607 00001442 505 677 1398 0 Initial Q (Qb), veh 0 0 0 000000 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 724 0 383 0 1502 505 705 1456 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 000000 Cap, veh/h 969 0 431 0 1894 588 790 3272 0 Arrive On Green 0.27 0.00 0.27 0.00 0.37 0.37 0.23 0.63 0.00 Sat Flow, veh/h 3619 0 1610 0 5358 1610 3510 5358 0 Grp Volume(v), veh/h 724 0 383 0 1502 505 705 1456 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 0 1729 1610 1755 1729 0 Q Serve(g_s), s 18.1 0.0 22.5 0.0 25.5 28.6 19.2 14.2 0.0 Cycle Q Clear(g_c), s 18.1 0.0 22.5 0.0 25.5 28.6 19.2 14.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 969 0 431 0 1894 588 790 3272 0 V/C Ratio(X)0.75 0.00 0.89 0.00 0.79 0.86 0.89 0.45 0.00 Avail Cap(c_a), veh/h 1358 0 604 0 2104 653 1032 3840 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.0 0.0 34.7 0.0 28.0 29.0 37.0 9.3 0.0 Incr Delay (d2), s/veh 0.8 0.0 9.2 0.0 1.7 9.5 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 %ile BackOfQ(50%),veh/ln 7.6 0.0 9.4 0.0 10.0 11.7 8.5 4.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.8 0.0 43.8 0.0 29.7 38.4 43.9 9.4 0.0 LnGrp LOS C A D A C D D A A Approach Vol, veh/h 1107 2007 2161 Approach Delay, s/veh 37.3 31.9 20.6 Approach LOS D C C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 26.2 41.0 31.4 67.2 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 29.0 40.0 37.0 73.0 Max Q Clear Time (g_c+I1), s 21.2 30.6 24.5 16.2 Green Ext Time (p_c), s 1.0 5.4 1.9 8.1 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 6.2-25 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 469 621 71 271 530 58 868 424 1069 511 Future Volume (vph) 469 621 71 271 530 58 868 424 1069 511 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)14.0 55.8 10.4 52.2 13.0 11.1 40.8 13.0 42.7 14.0 Total Split (%)11.7% 46.5% 8.7% 43.5% 10.8% 9.3% 34.0% 10.8% 35.6% 11.7% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)9.8 28.7 5.8 22.1 31.5 6.4 24.2 8.8 29.2 45.1 Actuated g/C Ratio 0.11 0.33 0.07 0.26 0.37 0.07 0.28 0.10 0.34 0.52 v/c Ratio 1.20 0.60 0.32 0.31 0.89 0.46 0.66 1.21 0.64 0.52 Control Delay 146.9 26.6 48.2 26.1 36.9 56.1 30.4 153.9 28.1 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 146.9 26.6 48.2 26.1 36.9 56.1 30.4 153.9 28.1 6.7 LOS FCDCDECFCA Approach Delay 75.6 34.5 31.9 49.2 Approach LOS E C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 86 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.21 Intersection Signal Delay: 49.4 Intersection LOS: D Intersection Capacity Utilization 77.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.2-26 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 469 621 62 71 271 530 58 868 44 424 1069 511 Future Volume (veh/h) 469 621 62 71 271 530 58 868 44 424 1069 511 Initial Q (Qb), veh 000000050000 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 494 654 61 75 285 437 61 914 38 446 1125 395 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 331 1159 108 161 1055 614 80 1342 54 296 1800 721 Arrive On Green 0.11 0.36 0.36 0.05 0.29 0.29 0.04 0.26 0.26 0.10 0.31 0.31 Sat Flow, veh/h 3619 3338 311 3510 3610 1607 1810 5108 212 3619 5187 1610 Grp Volume(v), veh/h 494 353 362 75 285 437 61 618 334 446 1125 395 Grp Sat Flow(s),veh/h/ln 1810 1805 1844 1755 1805 1607 1810 1729 1862 1810 1729 1610 Q Serve(g_s), s 9.4 13.4 13.4 1.8 5.2 19.4 2.8 13.8 13.8 8.4 16.2 16.0 Cycle Q Clear(g_c), s 9.4 13.4 13.4 1.8 5.2 19.4 2.8 13.8 13.8 8.4 16.2 16.0 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 331 626 640 161 1055 614 80 907 488 296 1800 721 V/C Ratio(X) 1.49 0.56 0.57 0.47 0.27 0.71 0.76 0.68 0.68 1.51 0.62 0.55 Avail Cap(c_a), veh/h 398 1069 1092 238 1986 1042 138 1416 763 356 2240 872 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 46.7 25.1 25.1 43.9 25.7 24.8 44.6 28.6 28.6 47.2 25.5 19.0 Incr Delay (d2), s/veh 237.1 0.8 0.8 0.8 0.1 1.5 5.5 0.9 1.7 245.5 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.3 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.0 6.1 6.2 0.8 2.3 7.9 1.5 5.6 6.1 13.7 6.5 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 283.8 25.9 25.9 44.7 25.8 26.4 50.1 29.8 30.5 292.7 25.9 19.6 LnGrp LOS F CCDCCDCCFCB Approach Vol, veh/h 1209 797 1013 1966 Approach Delay, s/veh 131.3 27.9 31.3 85.1 Approach LOS F C C F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 28.1 8.8 35.6 8.4 32.6 14.0 30.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 35.0 5.8 50.6 6.5 36.9 9.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 15.8 3.8 15.4 4.8 18.2 11.4 21.4 Green Ext Time (p_c), s 0.0 5.6 0.0 4.3 0.0 8.6 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 76.2 HCM 6th LOS E 6.2-27 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 985 31 21 662 6 72 5 35 5 3 36 Future Vol, veh/h 33 985 31 21 662 6 72 5 35 5 3 36 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 0 00000000000 Mvmt Flow 38 1132 36 24 761 7 83 6 40 6 3 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 769 0 0 1168 0 0 1656 2043 584 1459 2058 385 Stage 1 ------1226 1226 - 814 814 - Stage 2 ------430817-6451244 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 854 - - 605 - - ~ 66 57 460 92 56 619 Stage 1 ------192253-342394- Stage 2 ------579393-432248- Platoon blocked, % - - - - Mov Cap-1 Maneuver 853 - - 605 - - ~ 57 52 460 76 51 618 Mov Cap-2 Maneuver ------140152-188145- Stage 1 ------183242-327378- Stage 2 ------514377-368237- Approach EB WB NB SB HCM Control Delay, s 0.3 0.3 63.6 14.8 HCM LOS F B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)180 853 - - 605 - - 417 HCM Lane V/C Ratio 0.715 0.044 - - 0.04 - - 0.121 HCM Control Delay (s) 63.6 9.4 - - 11.2 - - 14.8 HCM Lane LOS F A - - B - - B HCM 95th %tile Q(veh) 4.4 0.1 - - 0.1 - - 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.2-28 Timings Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)9 982 62 640 27 5 124 30 7 Future Volume (vph)9 982 62 640 27 5 124 30 7 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Protected Phases 7438 2 6 Permitted Phases 2 2 6 Detector Phase 743822266 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 14.7 14.7 14.7 27.7 27.7 Total Split (s)13.0 66.0 20.0 73.0 34.0 34.0 34.0 34.0 34.0 Total Split (%)10.8% 55.0% 16.7% 60.8% 28.3% 28.3% 28.3% 28.3% 28.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.7 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.8 4.7 4.7 4.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s)5.4 30.3 7.3 38.6 12.3 12.3 12.3 Actuated g/C Ratio 0.09 0.48 0.12 0.61 0.19 0.19 0.19 v/c Ratio 0.06 0.65 0.32 0.33 0.12 0.32 0.17 Control Delay 34.4 15.8 33.8 7.5 25.1 7.7 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 15.8 33.8 7.5 25.1 7.7 21.9 LOS CBCA CA C Approach Delay 16.0 9.8 11.2 21.9 Approach LOS B A B C Intersection Summary Cycle Length: 120 Actuated Cycle Length: 63.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 57.8%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Live Oak Av. & Slover Av. 6.2-29 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 5: Live Oak Av. & Slover Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 982 42 62 640 20 27 5 124 30 7 9 Future Volume (veh/h) 9 982 42 62 640 20 27 5 124 30 7 9 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 10 1067 44 67 696 22 29 5 83 33 8 8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000000000 Cap, veh/h 24 1579 65 111 1767 56 363 52 295 282 69 44 Arrive On Green 0.01 0.45 0.45 0.06 0.50 0.50 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1810 3533 146 1810 3569 113 1235 286 1610 866 376 242 Grp Volume(v), veh/h 10 545 566 67 352 366 34 0 83 49 0 0 Grp Sat Flow(s),veh/h/ln 1810 1805 1874 1810 1805 1877 1521 0 1610 1485 0 0 Q Serve(g_s), s 0.3 11.7 11.7 1.8 6.0 6.0 0.0 0.0 2.2 0.2 0.0 0.0 Cycle Q Clear(g_c), s 0.3 11.7 11.7 1.8 6.0 6.0 0.7 0.0 2.2 1.1 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.06 0.85 1.00 0.67 0.16 Lane Grp Cap(c), veh/h 24 807 838 111 894 929 415 0 295 395 0 0 V/C Ratio(X) 0.43 0.68 0.68 0.61 0.39 0.39 0.08 0.00 0.28 0.12 0.00 0.00 Avail Cap(c_a), veh/h 311 2222 2307 570 2481 2579 1028 0 965 995 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.9 10.7 10.7 22.4 7.7 7.7 16.6 0.0 17.2 16.8 0.0 0.0 Incr Delay (d2), s/veh 4.5 1.0 1.0 2.0 0.3 0.3 0.1 0.0 0.5 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.3 3.4 0.7 1.5 1.6 0.3 0.0 0.7 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 11.7 11.7 24.4 8.0 8.0 16.7 0.0 17.7 16.9 0.0 0.0 LnGrp LOS C B B C AABABBAA Approach Vol, veh/h 1121 785 117 49 Approach Delay, s/veh 11.8 9.4 17.4 16.9 Approach LOS BABB Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.7 7.6 27.7 13.7 5.2 30.0 Change Period (Y+Rc), s * 4.7 4.6 5.8 * 4.7 4.6 5.8 Max Green Setting (Gmax), s * 29 15.4 60.2 * 29 8.4 67.2 Max Q Clear Time (g_c+I1), s 4.2 3.8 13.7 3.1 2.3 8.0 Green Ext Time (p_c), s 0.4 0.0 8.2 0.2 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.2-30 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 10 Intersection Int Delay, s/veh 38.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 1245 125 14 499 14 178 0 26 11 4 28 Future Vol, veh/h 21 1245 125 14 499 14 178 0 26 11 4 28 Conflicting Peds, #/hr 0 00000000003 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 - - 150 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 00000000000 Mvmt Flow 22 1324 133 15 531 15 189 0 28 12 4 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 546 0 0 1457 0 0 1736 2011 729 1275 2070 276 Stage 1 ------1435 1435 - 569 569 - Stage 2 ------301576-7061501 - Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1033 - - 470 - - ~ 57 60 370 126 55 727 Stage 1 ------~ 143201-479509- Stage 2 ------689505-397187- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1033 - - 470 - - ~ 51 57 370 112 52 725 Mov Cap-2 Maneuver ------~ 117147-231131- Stage 1 ------~ 140197-469493- Stage 2 ------632489-359183- Approach EB WB NB SB HCM Control Delay, s 0.1 0.3 $ 404 16.2 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)128 1033 - - 470 - - 368 HCM Lane V/C Ratio 1.695 0.022 - - 0.032 - - 0.124 HCM Control Delay (s) $ 404 8.6 - - 12.9 - - 16.2 HCM Lane LOS F A - - B - - C HCM 95th %tile Q(veh) 16.2 0.1 - - 0.1 - - 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 6.2-31 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 7: Hemlock Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 11 Intersection Int Delay, s/veh 7.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 28 7 52 9 123 2 78 36 62 46 3 Future Vol, veh/h 12 28 7 52 9 123 2 78 36 62 46 3 Conflicting Peds, #/hr 0 01000002000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 0 00000000000 Mvmt Flow 15 35 9 66 11 156 3 99 46 78 58 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 167 0 0 45 0 0 238 370 25 320 296 84 Stage 1 ------7171-221221- Stage 2 ------167299-9975- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1423 - - 1576 - - 702 563 1052 614 619 965 Stage 1 ------936840-767724- Stage 2 ------824670-902836- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1423 - - 1574 - - 617 530 1049 481 583 965 Mov Cap-2 Maneuver ------617530-481583- Stage 1 ------925830-759690- Stage 2 ------716639-750826- Approach EB WB NB SB HCM Control Delay, s 1.9 2.1 12.5 14.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)628 1423 - - 1574 - - 526 HCM Lane V/C Ratio 0.234 0.011 - - 0.042 - - 0.267 HCM Control Delay (s) 12.5 7.6 0 - 7.4 0 - 14.3 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 1.1 6.2-32 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 8: Hemlock Av. & Driveway 1 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 12 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 13 103 4 14 92 Future Vol, veh/h 3 13 103 4 14 92 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 3 14 112 4 15 100 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 244 114 0 0 116 0 Stage 1 114 ----- Stage 2 130 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 749 944 - - 1485 - Stage 1 916 ----- Stage 2 901 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 741 944 - - 1485 - Mov Cap-2 Maneuver 741 ----- Stage 1 916 ----- Stage 2 891 ----- Approach WB NB SB HCM Control Delay, s 9.1 0 1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 898 1485 - HCM Lane V/C Ratio - - 0.019 0.01 - HCM Control Delay (s) - - 9.1 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - 6.2-33 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 9: Hemlock Av. & Driveway 2 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 13 Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 36 71 4 10 85 Future Vol, veh/h 13 36 71 4 10 85 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 14 39 77 4 11 92 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 193 79 0 0 81 0 Stage 1 79 ----- Stage 2 114 ----- Critical Hdwy 6.4 6.2 - - 4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 - - 2.2 - Pot Cap-1 Maneuver 800 987 - - 1529 - Stage 1 949 ----- Stage 2 916 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 794 987 - - 1529 - Mov Cap-2 Maneuver 794 ----- Stage 1 949 ----- Stage 2 909 ----- Approach WB NB SB HCM Control Delay, s 9.1 0 0.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 927 1529 - HCM Lane V/C Ratio - - 0.057 0.007 - HCM Control Delay (s) - - 9.1 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.2 0 - 6.2-34 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 10: Beech Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 14 Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 102 17 61 157 41 22 105 111 32 145 14 Future Vol, veh/h 15 102 17 61 157 41 22 105 111 32 145 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 19 128 21 76 196 51 28 131 139 40 181 18 Number of Lanes 020020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 10.5 11.7 11.3 11 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %30% 0% 23% 0% 44% 0% 31% 0% Vol Thru, %70% 32% 77% 75% 56% 66% 69% 84% Vol Right, % 0% 68% 0% 25% 0% 34% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 75 164 66 68 140 120 105 87 LT Vol 22 0 15 0 61 0 32 0 Through Vol 53 53 51 51 79 79 73 73 RT Vol 0 111 0 17 0 41 0 14 Lane Flow Rate 93 204 82 85 174 149 131 108 Geometry Grp 77777777 Degree of Util (X) 0.168 0.333 0.154 0.151 0.317 0.252 0.239 0.189 Departure Headway (Hd)6.497 5.865 6.7 6.406 6.545 6.08 6.574 6.304 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 550 611 533 558 548 589 545 567 Service Time 4.258 3.625 4.468 4.174 4.304 3.838 4.338 4.067 HCM Lane V/C Ratio 0.169 0.334 0.154 0.152 0.318 0.253 0.24 0.19 HCM Control Delay 10.6 11.6 10.7 10.3 12.3 10.9 11.4 10.5 HCM Lane LOS BBBBBBBB HCM 95th-tile Q 0.6 1.5 0.5 0.5 1.4 1 0.9 0.7 6.2-35 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 11: Beech Av. & Driveway 3 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 15 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 5 5 226 211 12 Future Vol, veh/h 12 5 5 226 211 12 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 13 5 5 246 229 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 369 121 242 0 - 0 Stage 1 236 ----- Stage 2 133 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 610 914 1336 - - - Stage 1 787 ----- Stage 2 885 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 608 914 1336 - - - Mov Cap-2 Maneuver 608 ----- Stage 1 784 ----- Stage 2 885 ----- Approach EB NB SB HCM Control Delay, s 10.5 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1336 - 674 - - HCM Lane V/C Ratio 0.004 - 0.027 - - HCM Control Delay (s) 7.7 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 6.2-36 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 12: Beech Av. & Driveway 4 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 16 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 27 13 4 204 208 8 Future Vol, veh/h 27 13 4 204 208 8 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 29 14 4 222 226 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 350 118 235 0 - 0 Stage 1 231 ----- Stage 2 119 ----- Critical Hdwy 6.8 6.9 4.1 - - - Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 626 918 1344 - - - Stage 1 792 ----- Stage 2 899 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 624 918 1344 - - - Mov Cap-2 Maneuver 624 ----- Stage 1 790 ----- Stage 2 899 ----- Approach EB NB SB HCM Control Delay, s 10.5 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1344 - 696 - - HCM Lane V/C Ratio 0.003 - 0.062 - - HCM Control Delay (s) 7.7 0 10.5 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.2 - - 6.2-37 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 13: Elm Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 17 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 208 6 38 209 10 25 19 48 18 21 14 Future Vol, veh/h 21 208 6 38 209 10 25 19 48 18 21 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 26 260 8 48 261 13 31 24 60 23 26 18 Number of Lanes 020020110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2222 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2222 HCM Control Delay 9.7 9.8 9.4 9.3 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %100% 0% 17% 0% 27% 0% 100% 0% Vol Thru, %0% 28% 83% 95% 73% 91% 0% 60% Vol Right, %0% 72% 0% 5% 0% 9% 0% 40% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 25 67 125 110 143 115 18 35 LT Vol 25 0 21 0 38 0 18 0 Through Vol 0 19 104 104 105 105 0 21 RT Vol 0 48 0 6 0 10 0 14 Lane Flow Rate 31 84 156 138 178 143 22 44 Geometry Grp 77777777 Degree of Util (X) 0.057 0.129 0.235 0.202 0.269 0.209 0.042 0.072 Departure Headway (Hd)6.554 5.541 5.422 5.299 5.442 5.246 6.733 5.942 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 542 640 656 671 656 678 535 606 Service Time 4.354 3.34 3.204 3.081 3.221 3.026 4.433 3.642 HCM Lane V/C Ratio 0.057 0.131 0.238 0.206 0.271 0.211 0.041 0.073 HCM Control Delay 9.8 9.2 9.9 9.4 10.2 9.4 9.7 9.1 HCM Lane LOS AAAABAAA HCM 95th-tile Q 0.2 0.4 0.9 0.8 1.1 0.8 0.1 0.2 6.2-38 HCM 6th AWSC Hemlock Avenue Development (JN 15100) 14: Poplar Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 18 Intersection Intersection Delay, s/veh12.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 236 33 93 202 9 47 79 70 18 99 8 Future Vol, veh/h 6 236 33 93 202 9 47 79 70 18 99 8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles, % 0 00000000000 Mvmt Flow 8 295 41 116 253 11 59 99 88 23 124 10 Number of Lanes 0 20020020020 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 11.8 13.2 11.5 11.1 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1SBLn2 Vol Left, %54% 0% 5% 0% 48% 0% 27% 0% Vol Thru, %46% 36% 95% 78% 52% 92% 73% 86% Vol Right, %0% 64% 0% 22% 0% 8% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 110 124 151 194 110 68 58 LT Vol 47 0 6 0 93 0 18 0 Through Vol 40 40 118 118 101 101 50 50 RT Vol 0700330908 Lane Flow Rate 108 137 155 189 242 138 84 72 Geometry Grp 77777777 Degree of Util (X) 0.213 0.242 0.276 0.327 0.442 0.239 0.167 0.137 Departure Headway (Hd) 7.095 6.362 6.411 6.231 6.557 6.256 7.122 6.886 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 504 561 558 574 546 571 500 518 Service Time 4.875 4.141 4.183 4.003 4.328 4.026 4.91 4.674 HCM Lane V/C Ratio 0.214 0.244 0.278 0.329 0.443 0.242 0.168 0.139 HCM Control Delay 11.8 11.2 11.6 12 14.5 11 11.3 10.8 HCM Lane LOS BBBBBBBB HCM 95th-tile Q 0.8 0.9 1.1 1.4 2.2 0.9 0.6 0.5 6.2-39 HCM 6th TWSC Hemlock Avenue Development (JN 15100) 15: Catawba Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 19 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 347 0 16 169 7 0 9 59 16 17 8 Future Vol, veh/h 11 347 0 16 169 7 0 9 59 16 17 8 Conflicting Peds, #/hr 0 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 0 00000000000 Mvmt Flow 13 423 0 20 206 9 0 11 72 20 21 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 216 0 0 423 0 0 603 705 212 495 701 109 Stage 1 ------449449-252252- Stage 2 ------154256-243449- Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9 Critical Hdwy Stg 1 ------6.55.5-6.55.5- Critical Hdwy Stg 2 ------6.55.5-6.55.5- Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1366 - - 1147 - - 387 363 800 462 365 930 Stage 1 ------564576-736702- Stage 2 ------839699-745576- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1365 - - 1147 - - 357 351 800 400 353 929 Mov Cap-2 Maneuver ------357351-400353- Stage 1 ------557569-726687- Stage 2 ------789684-657569- Approach EB WB NB SB HCM Control Delay, s 0.2 0.8 11 14.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)684 1365 - - 1147 - - 424 HCM Lane V/C Ratio 0.121 0.01 - - 0.017 - - 0.118 HCM Control Delay (s) 11 7.7 0 - 8.2 0.1 - 14.6 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.4 6.2-40 Timings Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 20 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 244 167 24 98 15 469 76 384 Future Volume (vph) 244 167 24 98 15 469 76 384 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 74385216 Permitted Phases Detector Phase 74385216 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.6 34.8 9.6 34.4 9.6 34.4 9.6 34.0 Total Split (s)26.0 49.0 12.0 35.0 11.0 41.0 18.0 48.0 Total Split (%)21.7% 40.8% 10.0% 29.2% 9.2% 34.2% 15.0% 40.0% Yellow Time (s)3.6 4.8 3.6 4.4 3.6 4.4 3.6 4.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.8 4.6 5.4 4.6 5.4 4.6 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s)15.7 27.5 6.2 10.6 5.9 17.4 8.4 26.5 Actuated g/C Ratio 0.22 0.39 0.09 0.15 0.08 0.24 0.12 0.37 v/c Ratio 0.65 0.14 0.16 0.32 0.11 0.60 0.38 0.37 Control Delay 38.2 17.7 42.1 19.8 42.9 29.1 40.9 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 17.7 42.1 19.8 42.9 29.1 40.9 18.0 LOS DBDBDCDB Approach Delay 29.4 22.5 29.5 21.2 Approach LOS CCCC Intersection Summary Cycle Length: 120 Actuated Cycle Length: 71.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 26.0 Intersection LOS: C Intersection Capacity Utilization 53.5%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 16: Citrus Av. & Santa Ana Av. 6.2-41 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 16: Citrus Av. & Santa Ana Av.02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 244 167 14 24 98 74 15 469 32 76 384 81 Future Volume (veh/h) 244 167 14 24 98 74 15 469 32 76 384 81 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 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 257 176 15 25 103 78 16 494 34 80 404 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 320 896 76 53 242 169 36 790 54 121 823 172 Arrive On Green 0.18 0.27 0.27 0.03 0.12 0.12 0.02 0.23 0.23 0.07 0.28 0.28 Sat Flow, veh/h 1810 3365 284 1810 2032 1417 1810 3427 235 1810 2966 618 Grp Volume(v), veh/h 257 94 97 25 90 91 16 260 268 80 244 245 Grp Sat Flow(s),veh/h/ln 1810 1805 1843 1810 1805 1645 1810 1805 1858 1810 1805 1779 Q Serve(g_s), s 6.8 2.0 2.1 0.7 2.3 2.6 0.4 6.5 6.5 2.2 5.7 5.8 Cycle Q Clear(g_c), s 6.8 2.0 2.1 0.7 2.3 2.6 0.4 6.5 6.5 2.2 5.7 5.8 Prop In Lane 1.00 0.15 1.00 0.86 1.00 0.13 1.00 0.35 Lane Grp Cap(c), veh/h 320 481 491 53 215 196 36 416 428 121 501 494 V/C Ratio(X) 0.80 0.19 0.20 0.47 0.42 0.46 0.44 0.62 0.63 0.66 0.49 0.50 Avail Cap(c_a), veh/h 772 1556 1589 267 1066 971 231 1282 1319 484 1548 1526 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 19.8 14.2 14.2 23.9 20.5 20.6 24.3 17.3 17.4 22.8 15.1 15.2 Incr Delay (d2), s/veh 1.8 0.2 0.2 2.4 1.3 1.7 3.2 1.5 1.5 2.3 0.7 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 2.5 0.7 0.7 0.3 0.9 0.9 0.2 2.4 2.5 0.9 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.6 14.4 14.4 26.3 21.8 22.3 27.4 18.9 18.9 25.1 15.9 15.9 LnGrp LOS C B B CCCCBBCBB Approach Vol, veh/h 448 206 544 569 Approach Delay, s/veh 18.6 22.6 19.1 17.2 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 16.9 6.1 19.2 5.6 19.3 13.5 11.8 Change Period (Y+Rc), s 4.6 5.4 4.6 5.8 4.6 * 5.4 4.6 * 5.8 Max Green Setting (Gmax), s 13.4 35.6 7.4 43.2 6.4 * 43 21.4 * 30 Max Q Clear Time (g_c+I1), s 4.2 8.5 2.7 4.1 2.4 7.8 8.8 4.6 Green Ext Time (p_c), s 0.0 3.0 0.0 1.0 0.0 2.9 0.3 0.9 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.2-42 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.3: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday PM Peak Hour Major Street Name =Slover Av.Total of Both Approaches (VPH) =1353 Number of Approach Lanes Major Street =2 Minor Street Name =Redwood Av.High Volume Approach (VPH) =84 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 130084 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Hemlock Av.Total of Both Approaches (VPH) =175 Number of Approach Lanes Major Street =1 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =122 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Beech Av.Total of Both Approaches (VPH) =284 Number of Approach Lanes Major Street =2 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =172 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-3 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =369 Number of Approach Lanes Major Street =2 Minor Street Name =Elm Av.High Volume Approach (VPH) =103 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane369103 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =392 Number of Approach Lanes Major Street =2 Minor Street Name =Poplar Av.High Volume Approach (VPH) =174 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane392174 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-5 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday PM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =447 Number of Approach Lanes Major Street =2 Minor Street Name =Catawba Av.High Volume Approach (VPH) =62 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane44762 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-6 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.4: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC NP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Hemlock Av.Total of Both Approaches (VPH) =227 Number of Approach Lanes Major Street =1 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =122 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC WP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Beech Av.Total of Both Approaches (VPH) =293 Number of Approach Lanes Major Street =2 Minor Street Name =Santa Ana Av.High Volume Approach (VPH) =202 Number of Approach Lanes Minor Street =2 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC WP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =408 Number of Approach Lanes Major Street =2 Minor Street Name =Elm Av.High Volume Approach (VPH) =75 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane40875 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-3 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC WP (2024) Conditions - Weekday AM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =431 Number of Approach Lanes Major Street =2 Minor Street Name =Poplar Av.High Volume Approach (VPH) =174 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane431174 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = OYC WP (2024) Conditions - Weekday PM Peak Hour Major Street Name =Santa Ana Av.Total of Both Approaches (VPH) =489 Number of Approach Lanes Major Street =2 Minor Street Name =Catawba Av.High Volume Approach (VPH) =62 Number of Approach Lanes Minor Street =1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane48962 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-5 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Hemlock Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 1 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =2,184 vpd Minor Street Future ADT =138 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,184 1 138 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 2,184 1 138 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 8% 16% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX on Higher-Volume OYC WP (2024) CP CP 02/22/23 02/22/23 (Based on Estimated Average Daily Traffic - See Note) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day on Major Street RURAL (R) URBAN RURAL Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. (Total of Both Approaches) Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX (One Direction Only) Satisfied Not Satisfied XX CONDITION A - Minimum Vehicular Volume Vehicles Per Day Vehicles Per Day on Minor Street Approach (One Direction Only) Minimum Requirements EADT Vehicles Per Day on Higher-Volume Major Street (Total of Both Approaches) Minor Street Approach 6.4-6 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Hemlock Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 2 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =1,978 vpd Minor Street Future ADT =272 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,978 1 272 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,978 1 272 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 16% 24% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC WP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 6.4-7 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Beech Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 3 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =4,658 vpd Minor Street Future ADT =137 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +4,658 1 137 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +4,658 1 137 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 8% 16% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC WP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 6.4-8 California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of Fontana CHK DATE Major Street:Beech Av.Critical Approach Speed (Major) 45 mph Minor Street:Driveway 4 Critical Approach Speed (Minor) 25 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =4,529 vpd Minor Street Future ADT =222 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +4,529 1 222 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +4,529 1 222 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 13% 26% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. OYC WP (2024) CP 02/22/23 CP 02/22/23 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements XX EADT CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX 6.4-9 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.5: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 743 838 1375 603 2260 v/c Ratio 0.40 0.96 0.70 0.68 0.92 Control Delay 16.7 49.7 33.4 12.7 41.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 49.7 33.4 12.7 41.7 Queue Length 50th (ft) 165 588 328 99 481 Queue Length 95th (ft) 209 #887 383 238 534 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 1964 909 2014 894 2539 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.38 0.92 0.68 0.67 0.89 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.5-1 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 544 515 501 1259 673 572 1784 v/c Ratio 0.88 0.93 0.85 0.74 0.88 0.88 0.63 Control Delay 52.2 59.8 46.0 36.5 31.1 61.7 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 52.2 59.8 46.0 36.5 31.1 61.7 18.6 Queue Length 50th (ft) 414 409 341 304 252 222 318 Queue Length 95th (ft) #643 #662 #558 358 #487 #321 365 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 651 584 616 1971 830 697 3191 Starvation Cap Reductn 000000480 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.84 0.88 0.81 0.64 0.81 0.82 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.5-2 Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 588 593 1457 503 1968 v/c Ratio 0.37 0.80 0.67 0.57 0.72 Control Delay 15.9 29.5 23.0 9.1 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 29.5 23.0 9.1 23.5 Queue Length 50th (ft) 98 251 216 47 239 Queue Length 95th (ft) 170 480 386 180 411 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2660 1228 3183 1129 4011 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.22 0.48 0.46 0.45 0.49 Intersection Summary 6.5-3 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) Without Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 409 401 376 1454 526 705 1455 v/c Ratio 0.83 0.84 0.78 0.82 0.75 0.85 0.45 Control Delay 52.3 49.3 43.3 37.8 25.6 51.0 11.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.3 49.3 43.3 37.8 25.6 51.0 11.8 Queue Length 50th (ft) 296 274 232 356 196 257 193 Queue Length 95th (ft) #437 #446 363 442 357 #343 245 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 613 585 584 2008 766 982 3664 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.67 0.69 0.64 0.72 0.69 0.72 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.5-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.6: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS OFF-RAMP QUEUING ANALYSIS WORKSHEETS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 743 838 1376 622 2266 v/c Ratio 0.40 0.96 0.70 0.70 0.92 Control Delay 16.7 49.8 33.4 13.0 41.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 49.8 33.4 13.0 41.9 Queue Length 50th (ft) 165 588 328 104 483 Queue Length 95th (ft) 209 #887 384 248 537 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 1963 908 2013 901 2537 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.38 0.92 0.68 0.69 0.89 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.6-1 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 557 528 514 1278 673 572 1789 v/c Ratio 0.89 0.94 0.86 0.75 0.89 0.89 0.63 Control Delay 53.2 61.8 47.2 37.3 32.1 63.3 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 53.2 61.8 47.2 37.3 32.1 63.3 19.1 Queue Length 50th (ft) 431 429 357 310 257 224 319 Queue Length 95th (ft) #666 #691 #581 364 #493 #321 367 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 638 571 605 1930 817 682 3125 Starvation Cap Reductn 000000488 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.87 0.92 0.85 0.66 0.82 0.84 0.68 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.6-2 Queues Hemlock Avenue Development (JN 15100) 1: Cherry Av. & I-10 WB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group WBL WBR NBT NBR SBT Lane Group Flow (vph) 588 593 1461 546 1969 v/c Ratio 0.37 0.80 0.68 0.61 0.72 Control Delay 15.9 29.5 23.1 9.6 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.9 29.5 23.1 9.6 23.5 Queue Length 50th (ft) 98 251 218 51 239 Queue Length 95th (ft) 170 480 387 200 411 Internal Link Dist (ft) 2035 218 880 Turn Bay Length (ft)450 165 Base Capacity (vph) 2659 1228 3181 1140 4008 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.22 0.48 0.46 0.48 0.49 Intersection Summary 6.6-3 Queues Hemlock Avenue Development (JN 15100) 2: Cherry Av. & I-10 EB Ramps 02/21/2023 Opening Year Cumulative (2024) With Project Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Lane Group EBL EBT EBR NBT NBR SBL SBT Lane Group Flow (vph) 420 405 386 1502 526 705 1456 v/c Ratio 0.85 0.85 0.80 0.84 0.75 0.86 0.45 Control Delay 54.3 50.4 45.0 39.0 26.2 52.5 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 50.4 45.0 39.0 26.2 52.5 12.0 Queue Length 50th (ft) 309 280 242 381 207 261 200 Queue Length 95th (ft) #475 #456 376 462 363 #343 245 Internal Link Dist (ft)2217 904 324 Turn Bay Length (ft)300 105 240 Base Capacity (vph) 598 569 571 1956 748 957 3569 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.70 0.71 0.68 0.77 0.70 0.74 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6.6-4 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report APPENDIX 6.7: OPENING YEAR CUMULATIVE (2024) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS 11115 Hemlock Avenue Traffic Analysis 15100-04 TA Report This Page Intentionally Left Blank Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 432 231 53 278 361 44 1070 624 1129 808 Future Volume (vph) 432 231 53 278 361 44 1070 624 1129 808 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)12.0 54.5 9.7 52.2 14.8 11.7 41.0 14.8 44.1 12.0 Total Split (%)10.0% 45.4% 8.1% 43.5% 12.3% 9.8% 34.2% 12.3% 36.8% 10.0% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)7.7 23.6 5.3 16.6 27.9 6.4 25.2 10.7 34.2 48.0 Actuated g/C Ratio 0.09 0.29 0.07 0.20 0.34 0.08 0.31 0.13 0.42 0.59 v/c Ratio 1.27 0.26 0.24 0.38 0.58 0.31 0.71 1.33 0.52 0.72 Control Delay 176.1 22.4 45.0 28.6 13.2 47.6 28.6 193.7 21.4 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 176.1 22.4 45.0 28.6 13.2 47.6 28.6 193.7 21.4 12.5 LOS F C D C B D C F C B Approach Delay 117.7 21.9 29.3 60.6 Approach LOS F C C E Intersection Summary Cycle Length: 120 Actuated Cycle Length: 81.3 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.33 Intersection Signal Delay: 56.0 Intersection LOS: E Intersection Capacity Utilization 77.1%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.7-1 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 432 231 34 53 278 361 44 1070 53 624 1129 808 Future Volume (veh/h) 432 231 34 53 278 361 44 1070 53 624 1129 808 Initial Q (Qb), veh 000000050000 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 436 233 28 54 281 273 44 1081 54 630 1140 693 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000000000 Cap, veh/h 315 587 70 153 475 449 71 1561 76 434 2510 928 Arrive On Green 0.10 0.19 0.19 0.04 0.14 0.14 0.04 0.31 0.31 0.18 0.46 0.46 Sat Flow, veh/h 3619 3249 386 3510 3610 1610 1810 5060 253 3619 5187 1610 Grp Volume(v), veh/h 436 128 133 54 281 273 44 738 397 630 1140 693 Grp Sat Flow(s),veh/h/ln 1810 1805 1830 1755 1805 1610 1810 1729 1855 1810 1729 1610 Q Serve(g_s), s 7.4 4.7 4.8 1.1 5.5 2.4 1.8 14.2 14.2 13.1 11.5 25.2 Cycle Q Clear(g_c), s 7.4 4.7 4.8 1.1 5.5 2.4 1.8 14.2 14.2 13.1 11.5 25.2 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 315 326 331 153 475 449 71 1065 571 434 2510 928 V/C Ratio(X) 1.39 0.39 0.40 0.35 0.59 0.61 0.62 0.69 0.69 1.45 0.45 0.75 Avail Cap(c_a), veh/h 356 1185 1201 238 2259 1290 171 1620 869 635 2644 980 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 38.9 29.0 29.1 37.3 32.8 10.4 38.0 23.0 23.0 37.5 13.6 12.6 Incr Delay (d2), s/veh 192.2 0.8 0.8 0.5 1.2 1.3 3.3 0.8 1.5 216.1 0.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.5 2.1 2.2 0.5 2.5 2.2 0.9 5.4 5.9 17.3 3.9 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 231.1 29.8 29.9 37.8 34.0 11.7 41.3 24.1 24.8 253.6 13.8 15.6 LnGrp LOS F CCDCBDCCFBB Approach Vol, veh/h 697 608 1179 2463 Approach Delay, s/veh 155.7 24.3 25.0 75.6 Approach LOS F C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 28.8 8.0 19.4 7.6 40.2 12.0 15.3 Change Period (Y+Rc), s 5.8 * 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 10.2 * 35 5.1 49.3 7.1 38.3 7.4 47.0 Max Q Clear Time (g_c+I1), s 15.1 16.2 3.1 6.8 3.8 27.2 9.4 7.5 Green Ext Time (p_c), s 0.0 6.8 0.0 1.4 0.0 7.2 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 68.5 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-2 Timings Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)44 676 9 695 22 2 1 1 Future Volume (vph)44 676 9 695 22 2 1 1 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)22.8 22.8 22.8 22.8 26.7 26.7 26.7 26.7 Total Split (s)83.0 83.0 83.0 83.0 37.0 37.0 37.0 37.0 Total Split (%)69.2% 69.2% 69.2% 69.2% 30.8% 30.8% 30.8% 30.8% Yellow Time (s)4.8 4.8 4.8 4.8 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.8 5.8 5.8 5.8 4.7 4.7 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None Min Min Min Min Act Effct Green (s)15.9 15.9 15.9 15.9 12.1 12.1 Actuated g/C Ratio 0.41 0.41 0.41 0.41 0.31 0.31 v/c Ratio 0.19 0.58 0.04 0.53 0.12 0.06 Control Delay 10.4 10.8 8.6 10.5 7.0 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 10.8 8.6 10.5 7.0 5.4 LOS B B A B A A Approach Delay 10.8 10.5 7.0 5.4 Approach LOS BBAA Intersection Summary Cycle Length: 120 Actuated Cycle Length: 38.9 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 53.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Redwood Av. & Slover Av. 6.7-3 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 676 87 9 695 8 22 2 30 1 1 29 Future Volume (veh/h) 44 676 87 9 695 8 22 2 30 1 1 29 Initial Q (Qb), veh 000000000000 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 49 751 97 10 772 9 24 2 33 1 1 32 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %000000000000 Cap, veh/h 396 1390 180 371 1580 18 265 67 244 106 23 422 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 703 3215 415 660 3655 43 452 243 883 12 84 1526 Grp Volume(v), veh/h 49 421 427 10 381 400 59 0 0 34 0 0 Grp Sat Flow(s),veh/h/ln 703 1805 1825 660 1805 1892 1579 0 0 1621 0 0 Q Serve(g_s), s 1.9 6.2 6.3 0.4 5.5 5.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.4 6.2 6.3 6.7 5.5 5.5 0.9 0.0 0.0 0.6 0.0 0.0 Prop In Lane 1.00 0.23 1.00 0.02 0.41 0.56 0.03 0.94 Lane Grp Cap(c), veh/h 396 781 789 371 781 818 577 0 0 551 0 0 V/C Ratio(X) 0.12 0.54 0.54 0.03 0.49 0.49 0.10 0.00 0.00 0.06 0.00 0.00 Avail Cap(c_a), veh/h 1594 3858 3901 1496 3858 4044 1518 0 0 1546 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.1 7.6 7.6 10.1 7.4 7.4 9.8 0.0 0.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.6 0.6 0.0 0.5 0.5 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.3 1.3 0.0 1.1 1.2 0.3 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.2 8.2 8.2 10.1 7.9 7.8 9.9 0.0 0.0 9.7 0.0 0.0 LnGrp LOS BAABAAAAAAAA Approach Vol, veh/h 897 791 59 34 Approach Delay, s/veh 8.3 7.9 9.9 9.7 Approach LOS AAAA Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 14.7 21.4 14.7 21.4 Change Period (Y+Rc), s * 4.7 5.8 * 4.7 5.8 Max Green Setting (Gmax), s * 32 77.2 * 32 77.2 Max Q Clear Time (g_c+I1), s 2.9 9.4 2.6 8.7 Green Ext Time (p_c), s 0.3 6.2 0.1 5.1 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-4 Timings Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)32 607 33 561 96 0 4 1 Future Volume (vph)32 607 33 561 96 0 4 1 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)22.8 22.8 22.8 22.8 26.7 26.7 26.7 26.7 Total Split (s)76.0 76.0 76.0 76.0 44.0 44.0 44.0 44.0 Total Split (%)63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7% Yellow Time (s)4.8 4.8 4.8 4.8 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.8 5.8 5.8 5.8 4.7 4.7 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min Min Min None None None None Act Effct Green (s)23.4 23.4 23.4 23.4 12.1 12.1 Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.29 0.29 v/c Ratio 0.08 0.44 0.11 0.30 0.28 0.05 Control Delay 8.4 8.3 9.1 7.9 11.5 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 8.3 9.1 7.9 11.5 6.7 LOS A A A A B A Approach Delay 8.3 7.9 11.5 6.7 Approach LOS AABA Intersection Summary Cycle Length: 120 Actuated Cycle Length: 41.2 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 8.4 Intersection LOS: A Intersection Capacity Utilization 49.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Slover Av. & Hemlock Av. 6.7-5 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 607 207 33 561 9 96 0 14 4 1 19 Future Volume (veh/h) 32 607 207 33 561 9 96 0 14 4 1 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 34 653 223 35 603 10 103 0 15 4 1 20 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 496 1170 399 391 1609 27 487 15 43 151 54 300 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.23 0.00 0.23 0.23 0.23 0.23 Sat Flow, veh/h 821 2641 901 643 3632 60 1204 64 185 94 232 1303 Grp Volume(v), veh/h 34 446 430 35 300 313 118 0 0 25 0 0 Grp Sat Flow(s),veh/h/ln 821 1805 1738 643 1805 1887 1452 0 0 1629 0 0 Q Serve(g_s), s 0.9 5.9 5.9 1.4 3.6 3.6 1.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.5 5.9 5.9 7.3 3.6 3.6 2.1 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 0.52 1.00 0.03 0.87 0.13 0.16 0.80 Lane Grp Cap(c), veh/h 496 799 770 391 799 836 544 0 0 506 0 0 V/C Ratio(X) 0.07 0.56 0.56 0.09 0.37 0.38 0.22 0.00 0.00 0.05 0.00 0.00 Avail Cap(c_a), veh/h 1926 3941 3794 1510 3941 4121 1963 0 0 2075 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.5 6.6 6.6 9.3 6.0 6.0 10.3 0.0 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.6 0.6 0.1 0.3 0.3 0.2 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 0.9 0.1 0.6 0.6 0.5 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.5 7.2 7.3 9.4 6.3 6.3 10.5 0.0 0.0 9.7 0.0 0.0 LnGrp LOS AAAAAABAAAAA Approach Vol, veh/h 910 648 118 25 Approach Delay, s/veh 7.3 6.4 10.5 9.7 Approach LOS AABA Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 12.1 20.0 12.1 20.0 Change Period (Y+Rc), s * 4.7 5.8 * 4.7 5.8 Max Green Setting (Gmax), s * 39 70.2 * 39 70.2 Max Q Clear Time (g_c+I1), s 4.1 7.9 2.4 9.3 Green Ext Time (p_c), s 0.7 6.3 0.1 4.0 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-6 Timings Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 469 621 71 271 530 58 868 424 1069 511 Future Volume (vph) 469 621 71 271 530 58 868 424 1069 511 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA pm+ov Protected Phases 7438152167 Permitted Phases 8 6 Detector Phase 7438152167 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 5.0 10.0 5.0 10.0 5.0 Minimum Split (s)9.6 52.2 9.6 52.2 9.6 9.6 40.8 9.6 40.8 9.6 Total Split (s)13.0 54.2 11.0 52.2 13.0 11.3 41.8 13.0 43.5 13.0 Total Split (%)10.8% 45.2% 9.2% 43.5% 10.8% 9.4% 34.8% 10.8% 36.3% 10.8% Yellow Time (s)3.6 4.2 3.6 4.2 3.6 3.6 4.8 3.6 4.8 3.6 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.6 5.2 4.6 5.2 4.6 4.6 5.8 4.6 5.8 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None Min None Act Effct Green (s)8.8 28.4 6.1 23.0 33.4 6.5 23.6 9.8 29.5 44.5 Actuated g/C Ratio 0.10 0.33 0.07 0.27 0.39 0.08 0.27 0.11 0.34 0.52 v/c Ratio 1.34 0.61 0.30 0.30 0.81 0.45 0.68 1.09 0.63 0.52 Control Delay 205.2 27.3 47.7 25.5 24.5 55.8 31.4 111.3 28.0 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 205.2 27.3 47.7 25.5 24.5 55.8 31.4 111.3 28.0 6.9 LOS FCDCCECFCA Approach Delay 99.8 26.7 32.9 40.2 Approach LOS F C C D Intersection Summary Cycle Length: 120 Actuated Cycle Length: 86.4 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 50.2 Intersection LOS: D Intersection Capacity Utilization 77.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 3: Cherry Av. & Slover Av. 6.7-7 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 3: Cherry Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 469 621 62 71 271 530 58 868 44 424 1069 511 Future Volume (veh/h) 469 621 62 71 271 530 58 868 44 424 1069 511 Initial Q (Qb), veh 000000050000 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 494 654 61 75 285 437 61 914 38 446 1125 395 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 325 861 80 174 740 494 83 1392 57 325 2073 809 Arrive On Green 0.12 0.27 0.27 0.05 0.20 0.20 0.05 0.27 0.27 0.12 0.35 0.35 Sat Flow, veh/h 3619 3338 311 3510 3610 1605 1810 5108 212 3619 5187 1610 Grp Volume(v), veh/h 494 353 362 75 285 437 61 618 334 446 1125 395 Grp Sat Flow(s),veh/h/ln 1810 1805 1844 1755 1805 1605 1810 1729 1862 1810 1729 1610 Q Serve(g_s), s 8.4 13.0 13.0 1.5 5.0 5.9 2.4 11.5 11.6 8.4 13.0 12.5 Cycle Q Clear(g_c), s 8.4 13.0 13.0 1.5 5.0 5.9 2.4 11.5 11.6 8.4 13.0 12.5 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 325 465 476 174 740 494 83 941 506 325 2073 809 V/C Ratio(X) 1.52 0.76 0.76 0.43 0.38 0.88 0.73 0.66 0.66 1.37 0.54 0.49 Avail Cap(c_a), veh/h 418 1217 1244 309 2335 1225 167 1714 922 418 2692 1022 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 42.5 28.6 28.6 38.4 28.5 13.2 39.2 23.7 23.7 42.5 18.9 13.5 Incr Delay (d2), s/veh 248.5 2.6 2.5 0.6 0.3 5.4 4.5 0.8 1.5 185.3 0.2 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.8 6.3 6.5 0.7 2.3 3.4 1.3 4.5 5.0 12.0 4.9 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 291.0 31.1 31.1 39.1 28.9 18.6 43.8 24.7 25.4 227.8 19.1 14.0 LnGrp LOS F CCDCBDCCFBB Approach Vol, veh/h 1209 797 1013 1966 Approach Delay, s/veh 137.3 24.2 26.1 65.4 Approach LOS F C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.2 25.4 8.5 24.5 8.1 31.5 13.0 20.0 Change Period (Y+Rc), s 5.8 * 5.8 4.6 5.2 4.6 5.8 4.6 5.2 Max Green Setting (Gmax), s 8.4 * 36 6.4 49.0 6.7 37.7 8.4 47.0 Max Q Clear Time (g_c+I1), s 10.4 13.6 3.5 15.0 4.4 15.0 10.4 7.9 Green Ext Time (p_c), s 0.0 5.9 0.0 4.3 0.0 9.4 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 68.3 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-8 Timings Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)33 985 21 662 72 5 5 3 Future Volume (vph)33 985 21 662 72 5 5 3 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)22.8 22.8 22.8 22.8 26.7 26.7 26.7 26.7 Total Split (s)82.0 82.0 82.0 82.0 38.0 38.0 38.0 38.0 Total Split (%)68.3% 68.3% 68.3% 68.3% 31.7% 31.7% 31.7% 31.7% Yellow Time (s)4.8 4.8 4.8 4.8 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.8 5.8 5.8 5.8 4.7 4.7 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min Min Min None None None None Act Effct Green (s)27.9 27.9 27.9 27.9 12.3 12.3 Actuated g/C Ratio 0.55 0.55 0.55 0.55 0.24 0.24 v/c Ratio 0.10 0.59 0.12 0.39 0.36 0.12 Control Delay 7.5 9.7 8.7 7.8 17.1 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 9.7 8.7 7.8 17.1 8.0 LOS A A A A B A Approach Delay 9.7 7.8 17.1 8.0 Approach LOS AABA Intersection Summary Cycle Length: 120 Actuated Cycle Length: 51 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 9.4 Intersection LOS: A Intersection Capacity Utilization 50.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: Redwood Av. & Slover Av. 6.7-9 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 4: Redwood Av. & Slover Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 985 31 21 662 6 72 5 35 5 3 36 Future Volume (veh/h) 33 985 31 21 662 6 72 5 35 5 3 36 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 38 1132 36 24 761 7 83 6 40 6 3 41 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %000000000000 Cap, veh/h 460 1844 59 325 1893 17 329 47 102 118 48 291 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 711 3568 113 488 3664 34 823 218 468 72 222 1338 Grp Volume(v), veh/h 38 573 595 24 375 393 129 0 0 50 0 0 Grp Sat Flow(s),veh/h/ln 711 1805 1877 488 1805 1893 1509 0 0 1632 0 0 Q Serve(g_s), s 1.4 8.9 8.9 1.4 5.0 5.0 1.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 6.4 8.9 8.9 10.3 5.0 5.0 2.7 0.0 0.0 1.0 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.02 0.64 0.31 0.12 0.82 Lane Grp Cap(c), veh/h 460 933 970 325 933 978 478 0 0 457 0 0 V/C Ratio(X) 0.08 0.61 0.61 0.07 0.40 0.40 0.27 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 1463 3480 3618 1014 3480 3650 1395 0 0 1453 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.8 6.8 6.8 10.4 5.8 5.8 13.1 0.0 0.0 12.5 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.7 0.6 0.1 0.3 0.3 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.6 1.7 0.1 0.9 0.9 0.8 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.8 7.4 7.4 10.5 6.1 6.1 13.4 0.0 0.0 12.6 0.0 0.0 LnGrp LOS AAABAABAABAA Approach Vol, veh/h 1206 792 129 50 Approach Delay, s/veh 7.4 6.2 13.4 12.6 Approach LOS AABB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 13.3 26.2 13.3 26.2 Change Period (Y+Rc), s * 4.7 5.8 * 4.7 5.8 Max Green Setting (Gmax), s * 33 76.2 * 33 76.2 Max Q Clear Time (g_c+I1), s 4.7 10.9 3.0 12.3 Green Ext Time (p_c), s 0.7 9.5 0.2 5.2 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-10 Timings Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)21 1245 14 499 178 0 11 4 Future Volume (vph)21 1245 14 499 178 0 11 4 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4826 Permitted Phases 4826 Detector Phase 44882266 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)22.8 22.8 22.8 22.8 26.7 26.7 26.7 26.7 Total Split (s)77.0 77.0 77.0 77.0 43.0 43.0 43.0 43.0 Total Split (%)64.2% 64.2% 64.2% 64.2% 35.8% 35.8% 35.8% 35.8% Yellow Time (s)4.8 4.8 4.8 4.8 3.7 3.7 3.7 3.7 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)5.8 5.8 5.8 5.8 4.7 4.7 Lead/Lag Lead-Lag Optimize? Recall Mode Min Min Min Min None None None None Act Effct Green (s)37.8 37.8 37.8 37.8 16.8 16.8 Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.26 0.26 v/c Ratio 0.04 0.71 0.12 0.26 0.60 0.11 Control Delay 7.4 12.6 10.4 7.6 28.5 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 12.6 10.4 7.6 28.5 12.7 LOS ABBA C B Approach Delay 12.5 7.7 28.5 12.7 Approach LOS B A C B Intersection Summary Cycle Length: 120 Actuated Cycle Length: 65.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 65.3%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: Slover Av. & Hemlock Av. 6.7-11 HCM 6th Signalized Intersection Summary Hemlock Avenue Development (JN 15100) 6: Slover Av. & Hemlock Av.02/22/2023 Opening Year Cumulative (2024) With Project Conditions With Improvements - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 21 1245 125 14 499 14 178 0 26 11 4 28 Future Volume (veh/h) 21 1245 125 14 499 14 178 0 26 11 4 28 Initial Q (Qb), veh 000000000000 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 22 1324 133 15 531 15 189 0 28 12 4 30 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Cap, veh/h 595 1951 195 259 2111 60 389 3 38 141 69 225 Arrive On Green 0.59 0.59 0.59 0.59 0.59 0.59 0.20 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh/h 874 3314 331 370 3586 101 1257 15 188 250 340 1106 Grp Volume(v), veh/h 22 719 738 15 267 279 217 0 0 46 0 0 Grp Sat Flow(s),veh/h/ln 874 1805 1840 370 1805 1882 1460 0 0 1696 0 0 Q Serve(g_s), s 0.6 13.7 13.9 1.5 3.6 3.6 5.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.2 13.7 13.9 15.3 3.6 3.6 6.9 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.05 0.87 0.13 0.26 0.65 Lane Grp Cap(c), veh/h 595 1062 1083 259 1062 1108 430 0 0 434 0 0 V/C Ratio(X) 0.04 0.68 0.68 0.06 0.25 0.25 0.50 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 1316 2551 2601 564 2551 2659 1219 0 0 1307 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.0 7.1 7.1 12.4 5.0 5.0 18.6 0.0 0.0 16.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.8 0.1 0.1 0.1 0.9 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.9 3.0 0.1 0.7 0.8 2.2 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 6.1 7.8 7.9 12.5 5.1 5.1 19.5 0.0 0.0 16.6 0.0 0.0 LnGrp LOS AAABAABAABAA Approach Vol, veh/h 1479 561 217 46 Approach Delay, s/veh 7.8 5.3 19.5 16.6 Approach LOS AABB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 14.9 35.5 14.9 35.5 Change Period (Y+Rc), s * 4.7 5.8 * 4.7 5.8 Max Green Setting (Gmax), s * 38 71.2 * 38 71.2 Max Q Clear Time (g_c+I1), s 8.9 15.9 3.1 17.3 Green Ext Time (p_c), s 1.3 13.8 0.2 3.5 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 6.7-12